CN107939415A - Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span - Google Patents

Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span Download PDF

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Publication number
CN107939415A
CN107939415A CN201710981656.XA CN201710981656A CN107939415A CN 107939415 A CN107939415 A CN 107939415A CN 201710981656 A CN201710981656 A CN 201710981656A CN 107939415 A CN107939415 A CN 107939415A
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China
Prior art keywords
arch
predicament
embarrassing situation
core soil
getting
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CN201710981656.XA
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Chinese (zh)
Inventor
陈建勋
盖青山
罗彦斌
胡利平
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Changan University
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Changan University
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Priority to CN201710981656.XA priority Critical patent/CN107939415A/en
Publication of CN107939415A publication Critical patent/CN107939415A/en
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH 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

Abstract

The present invention relates to constructing tunnel field, is specifically related to a kind of soft plastic clay tunnel of Shallow-buried Large-span and stays the micro- two step constructions method of Core Soil.It is small that this method can guarantee that construction safety, construction quality, and each step sequence construction interfere with each other, and construction speed is fast.The method and step that the present invention uses for：1st step, top bar arch remaining core soil in advance excavate；2nd step, left side of getting out of a predicament or an embarrassing situation are excavated；3rd step, right side of getting out of a predicament or an embarrassing situation are excavated；4th step, Core Soil excavate；5th step, inverted arch excavate.

Description

Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span
Technical field
The present invention relates to constructing tunnel field, is specifically related to a kind of soft plastic clay tunnel of Shallow-buried Large-span and stays Core Soil micro- two Step construction method.
Background technology
With the fast development of social economy, the growth rate of highway communication flow is getting faster, the shallow embedding that the country is built It is more and more across earth tunnel greatly, thus the hydrological geological conditions run into also become increasingly complex, and further encounter sometimes and pass through height Water content cohesive soil tunnel.For high-moisture cohesive soil tunnel, the single side heading method (CD methods) of V, VI grade of country rock section use, The methods of two side-wall pilot tunnel, intersection interval wall approach (CRD methods), three steps, seven step excavating load, can efficiently control tunnel deformation Convergence and surface subsidence, but its with working procedure it is complicated, to country rock disturbance often, speed of application is slow, working space is small, faces upward Arch cannot be closed in time, high cost shortcoming.Therefore how to be taken appropriately in V, VI grade of high-moisture cohesive soil tunnel country rock section Construction method, safety, excavation and support that is economic, quickly completing tunnel, will become tunnel circle urgent problem to be solved.
The content of the invention
In view of this, the present invention provides a kind of soft plastic clay tunnel of Shallow-buried Large-span and stays the micro- two step constructions method of Core Soil, It is small that this method can guarantee that construction safety, construction quality, and each step sequence construction interfere with each other, and construction speed is fast.
It is existing in the prior art to solve the problems, such as, the technical scheme is that：A kind of soft plastic clay tunnel of Shallow-buried Large-span Stay the micro- two step constructions method of Core Soil, it is characterised in that：The method and step is：
1st step, top bar arch remaining core soil in advance excavate：The steelframe erected using upper one circulation applies tunnel arch Ф 50 Advanced tubule, then people's power cooperation excavator excavate top bar arch, then apply the preliminary bracing of top bar arch, i.e. just spray 3~4cm thickness concrete, steelframe bottom set channel steel joist, erect profile steel frame, and set lock foot anchor tube, are laid with reinforced mesh, multiple Pneumatically placed concrete is to design thickness；
2nd step, left side of getting out of a predicament or an embarrassing situation are excavated：Top bar 3~5m of arch is lagged, excavator excavates left side of getting out of a predicament or an embarrassing situation, with descendant Work holds pneumatic pick refinisher, applies left side preliminary bracing of getting out of a predicament or an embarrassing situation, i.e., just sprays 3~4cm thickness concrete, channel steel support is set at arch springing Beam, erects profile steel frame, and sets lock foot anchor tube, is laid with reinforced mesh, multiple pneumatically placed concrete to design thickness；
3rd step, right side of getting out of a predicament or an embarrassing situation are excavated：1~the 2m of left side that gets out of a predicament or an embarrassing situation is lagged, excavator excavates right side of getting out of a predicament or an embarrassing situation, with descendant Work holds pneumatic pick refinisher, applies the preliminary bracing on right side of getting out of a predicament or an embarrassing situation, i.e., just spray 3~4cm thickness concrete, steelframe bottom set groove Steel joist, erects profile steel frame, and sets lock foot anchor tube, is laid with reinforced mesh, multiple pneumatically placed concrete to design thickness；
4th step, Core Soil excavate：3~the 5m of right side that gets out of a predicament or an embarrassing situation is lagged, excavator excavates Core Soil；
5th step, inverted arch excavate：Lag Core Soil and excavate 3m, excavator excavates inverted arch, then manually holds pneumatic pick trimming table Face, applies inverted arch preliminary bracing, makes preliminary bracing cyclic, then utilizes inverted arch trestle placing inverted arch and abutment wall basis.
Compared with prior art, advantages of the present invention is as follows：
(1) tunnel arch advanced tubule pre support is applied, effectively controls the leading displacement of tunnel tunnel face front, is protected Construction safety is demonstrate,proved.
(2) upper and lower step remaining core soil in advance excavates, and effectively controls face extrusion displacement, and working security is good.
(3) working space is big, big machinery can be used to construct, and Multi-working-surface cross parallel operation, work efficiency is high, Effectively shorten the construction period.
(4) different spans and a variety of form of fracture are adapted to, are not required to remove gib, preliminary bracing profiled is smoother, nothing Stress concentration point, high safety.
(5) cyclization is closed in inverted arch preliminary bracing in time, and inverted arch lining concrete applies in advance, it is ensured that construction safety.
(6) inverted arch preliminary bracing and inverted arch concrete full width apply, it is ensured that waterproof and water drainage system, inverted arch insulating layer and coagulation The construction quality of soil, reduces tunnel operation disease.
(7) special equipment need not be put into, small, strong operability is put into, easily promotes.
Brief description of the drawings：
Fig. 1 is to stay the micro- two benching tunnelling methods construction front X-Y scheme of Core Soil；
Fig. 2 is to stay the micro- two benching tunnelling methods construction three-dimensional perspective of Core Soil；
Fig. 3 is to stay the micro- two benching tunnelling methods construction technology figure of Core Soil；
Embodiment
In order to make the purpose , technical scheme and advantage of the present invention be clearer, with reference to the accompanying drawings and embodiments, it is right The present invention is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, and It is not used in the restriction present invention.
It is to excavate reserved core with arc leading pit that the soft plastic clay tunnel of Shallow-buried Large-span, which stays the micro- two step constructions method of Core Soil, Soil is basic model, and point top bar arch, left side are got out of a predicament or an embarrassing situation, right side is got out of a predicament or an embarrassing situation, five Core Soil, inverted arch excavation faces, each position Excavation and support longitudinally stagger along tunnel, the method for tunnel construction of parallel propulsion (referring to Fig. 1 and Fig. 3).Stay Core Soil micro- two Benching tunnelling method working procedure mainly comprising advance support (advanced tubule), excavate, slag tap, supporting, deformation monitoring, apply inverted arch, (referring to Fig. 3) such as inverted arch fillings.
The method of the present invention step is (referring to Fig. 1-Fig. 3)：
1st step, top bar arch remaining core soil in advance excavate：The steelframe erected using upper one circulation applies tunnel arch Ф 50 Advanced tubule, then people's power cooperation excavator excavate top bar arch 1. portion, then apply the 1. portion's preliminary bracing of top bar arch, I.e. just spray 3~4cm thickness concrete, steelframe bottom set channel steel joist, erect profile steel frame, and set lock foot anchor tube, are laid with reinforcing bar Mesh sheet, multiple pneumatically placed concrete to design thickness.
2nd step, left side of getting out of a predicament or an embarrassing situation are excavated：Top bar arch 1. 3~5m of portion is lagged, excavator excavates left side of getting out of a predicament or an embarrassing situation, with Pneumatic pick refinisher is manually held afterwards, applies left side 2. portion's preliminary bracing of getting out of a predicament or an embarrassing situation, i.e., just sprays 3~4cm thickness concrete, set at arch springing Channel steel joist is put, erects profile steel frame, and sets lock foot anchor tube, is laid with reinforced mesh, multiple pneumatically placed concrete to design thickness.
3rd step, right side of getting out of a predicament or an embarrassing situation are excavated：The left side 2. 1~2m of portion that gets out of a predicament or an embarrassing situation is lagged, 3. excavator, which excavates, gets out of a predicament or an embarrassing situation right side Portion, then manually holds pneumatic pick refinisher, applies 3. portion's preliminary bracing, i.e., just spray 3~4cm thickness concrete, steelframe bottom are set Channel steel joist, erects profile steel frame, and sets lock foot anchor tube, is laid with reinforced mesh, multiple pneumatically placed concrete to design thickness.
4th step, Core Soil excavate：The right side 3. 3~5m of portion that gets out of a predicament or an embarrassing situation is lagged, excavator excavates Core Soil 4. portion.
5th step, inverted arch excavate：Lagging Core Soil, 4. 3m is excavated in portion, and excavator excavates inverted arch 5. portion, then manually holds pneumatic pick Refinisher, applies inverted arch preliminary bracing, makes preliminary bracing cyclic, then utilizes inverted arch trestle placing inverted arch and abutment wall basis.
2 essentials for Construction Control：
The steelframe erected using upper one circulation applies tunnel advanced tubule pre support.Advanced tubule outer pin, head and the tail The lap of splice, spacing should meet design requirement, and ductule afterbody must be placed on steelframe, collectively form support system.It is small to lead The construction of pipe advance support requires to carry out in strict accordance with ductule construction technique.
(2) excavation and support
1. top bar arch remaining core soil in advance excavates
Excavate top bar arch 1. portion when excavated using hand fit's excavator, reserved when excavator is excavated along contour line The 50cm soil bodys, man-hour manually hand-held pneumatic pick carry out deburring, avoid excavator from destroying existing just branch, prevent excavator from excavating around to tunnel The soil body produces excessive disturbance, and can be with control over-excavation.According to Grades of Surrounding Rock difference, drilling depth is 0.5~0.75m every time during excavation (designing a Pin bow members spacing).
2. top bar arch preliminary bracing
Just spray 3~4cm thickness C25 steel fiber reinforced concretes close excavation face after excavation, in case pore water is from section part Exudation, and make sediment failure, then channel steel joist is set at top bar arch springing, set up shaped steel arch, lays bar-mat reinforcement, in time Apply lock foot anchor tube.All gaps between bow member and outline excavation are closely knit with the filling of C25 concrete ejections, first spray bow member and wheel Gap between exterior feature, then bow member is sprayed, between then spraying bow member again, until being sprayed onto defined thickness.
1. staggeredly excavation supporting of getting out of a predicament or an embarrassing situation
Under conditions of top bar preliminary bracing stabilization, start staggeredly to excavate 2. portion and 3. portion (1~2m of the distance that staggers).It is left Side excavates 2. portion and 3. portion or so staggers excavations on right side of getting out of a predicament or an embarrassing situation, and excavation length is subject to energy Zhi Liyi Pin bow members (according to difference Grades of Surrounding Rock is 0.5~0.75m).The profile steel frame of abutment wall should align up and down with arch steelframe, and blending bolt is connected firmly.Steel Frame carries out bar-mat reinforcement, lock foot anchor tube and construction of shotcrete after the completion of setting up.
4. Core Soil excavates
According to site machinery construction requirement, Core Soil is excavated in due course, but must assure that the size of Core Soil.
5. inverted arch excavates and supporting
Inverted arch is excavated is constructed using full width, is laid with inverted arch trestle above, and excavation length is controlled in 3 Pin bow members every time.Inverted arch After excavation, just 4~6cm of spray gunite concretes close country rock (such as substrate infiltration is serious, increases thickness of shotcrete) immediately, then Simultaneously gunite concrete reaches design thickness to installation inverted arch bow member, makes preliminary bracing cyclic.
3 construction precautions：
(1) stringent control construction step pitch and excavator cutting depth, ensure that face is concordant, prevent outstanding when excavating It is empty.
(2) up/down steps are a Pin bow member spacing per cyclic advance, and each 3 Pin bow member length of excavation supporting of inverted arch, appears on the stage Rank 3~5m of length, face within 12m, face and inverted arch armored concrete and are faced upward away from inverted arch preliminary bracing distance controlling Within 15m, face controls within 60m arch backfill distance controlling with secondary lining spacing.
(3) steel arch-shelf is segmented junction after bolt splices, and should be welded at the junction of the edges of two sheets of paper.
(4) 22 bar connectings of Φ are used between two Pin of steel arch-shelf, in addition to being laid under normal circumstances by figure, the stabilization of visual bow member Situation adds interconnection muscle.
(5) longitudinal direction U30a channel steel joists are set at arch springing, overall stress can be improved after installation, are carried out when channel steel is installed artificial Compacting and cushioning block carry out reinforcement measure.
(6) all weld seams should all weld full, must not there is rosin joint, sand holes.
(7) the necessary pneumatically placed concrete filling in all gaps is closely knit between steel arch-shelf and outline excavation, first sprays between bow member and profile Gap, then spray around bow member, then between spray bow member.
(8) it is very crucial in the construction of earth tunnel to lock foot anchor tube, it is necessary to applied by design length, quantity and angle Work, while the construction for locking foot anchor tube should follow up in time with the operation of shaped steel arch.
(9) outline excavation will reserve the support amount of sinking and deflection, and be adjusted in time using feedback information is measured.
The foregoing is only a preferred embodiment of the present invention, is not intended to limit the scope of the present invention.

Claims (1)

1. a kind of soft plastic clay tunnel of Shallow-buried Large-span stays the micro- two step constructions method of Core Soil, it is characterised in that：The method Step is：
1st step, top bar arch remaining core soil in advance excavate：It is advanced that the steelframe erected using upper one circulation applies tunnel arch Ф 50 Ductule, then people's power cooperation excavator excavate top bar arch, then apply the preliminary bracing of top bar arch, i.e., and first spray 3~ 4cm thickness concrete, steelframe bottom set channel steel joist, erect profile steel frame, and set lock foot anchor tube, are laid with reinforced mesh, multiple spray Concrete is to design thickness；
2nd step, left side of getting out of a predicament or an embarrassing situation are excavated：Top bar 3~5m of arch is lagged, excavator excavates left side of getting out of a predicament or an embarrassing situation, then manually holds Pneumatic pick refinisher, applies left side preliminary bracing of getting out of a predicament or an embarrassing situation, i.e., just sprays 3~4cm thickness concrete, channel steel joist is set at arch springing, Profile steel frame is erected, and sets lock foot anchor tube, is laid with reinforced mesh, multiple pneumatically placed concrete to design thickness；
3rd step, right side of getting out of a predicament or an embarrassing situation are excavated：1~the 2m of left side that gets out of a predicament or an embarrassing situation is lagged, excavator excavates right side of getting out of a predicament or an embarrassing situation, then manually holds Pneumatic pick refinisher, applies the preliminary bracing on right side of getting out of a predicament or an embarrassing situation, i.e., just spray 3~4cm thickness concrete, steelframe bottom set channel steel support Beam, erects profile steel frame, and sets lock foot anchor tube, is laid with reinforced mesh, multiple pneumatically placed concrete to design thickness；
4th step, Core Soil excavate：3~the 5m of right side that gets out of a predicament or an embarrassing situation is lagged, excavator excavates Core Soil；
5th step, inverted arch excavate：Lag Core Soil and excavate 3m, excavator excavates inverted arch, then manually holds pneumatic pick refinisher, apply Make inverted arch preliminary bracing, make preliminary bracing cyclic, then utilize inverted arch trestle placing inverted arch and abutment wall basis.
CN201710981656.XA 2017-10-20 2017-10-20 Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span Pending CN107939415A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108756894A (en) * 2018-04-23 2018-11-06 中铁二十五局集团第工程有限公司 Tunnel micro- three step top Core Soil construction
CN109723446A (en) * 2019-01-15 2019-05-07 中铁三局集团有限公司 Four step of microdilatancy silty clay formation tunnel adds interim inverted arch construction method
CN110230495A (en) * 2019-05-27 2019-09-13 林同棪国际工程咨询（中国）有限公司 A kind of subway station double -side approach construction Core Soil excavation method

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JP2013221241A (en) * 2012-04-12 2013-10-28 Ohbayashi Corp Tunnel widening method and tunnel widening structure
CN104234726A (en) * 2014-08-26 2014-12-24 中国路桥工程有限责任公司 Internal dewatering and drainage construction method for tunnel passing through water-rich unconformable contact zone
CN106761810A (en) * 2016-11-23 2017-05-31 长安大学 A kind of large-deformation tunnel in soft rock supporting structure system and its construction method

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CN102134998A (en) * 2011-04-27 2011-07-27 中铁二局股份有限公司 Construction method for wind-blown sand tunnel
CN102562099A (en) * 2012-03-15 2012-07-11 中铁二十三局集团第四工程有限公司 Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits
CN102587924A (en) * 2012-03-26 2012-07-18 中铁十三局集团第四工程有限公司 Construction method for shallow-buried high-water-content clayed soil tunnel
JP2013221241A (en) * 2012-04-12 2013-10-28 Ohbayashi Corp Tunnel widening method and tunnel widening structure
CN104234726A (en) * 2014-08-26 2014-12-24 中国路桥工程有限责任公司 Internal dewatering and drainage construction method for tunnel passing through water-rich unconformable contact zone
CN106761810A (en) * 2016-11-23 2017-05-31 长安大学 A kind of large-deformation tunnel in soft rock supporting structure system and its construction method

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108756894A (en) * 2018-04-23 2018-11-06 中铁二十五局集团第工程有限公司 Tunnel micro- three step top Core Soil construction
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CN109723446A (en) * 2019-01-15 2019-05-07 中铁三局集团有限公司 Four step of microdilatancy silty clay formation tunnel adds interim inverted arch construction method
CN110230495A (en) * 2019-05-27 2019-09-13 林同棪国际工程咨询（中国）有限公司 A kind of subway station double -side approach construction Core Soil excavation method

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Application publication date: 20180420