CN104612698A - Method for constructing upper step middle partition wall of shallow-buried excavation tunnel - Google Patents

Method for constructing upper step middle partition wall of shallow-buried excavation tunnel Download PDF

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Publication number
CN104612698A
CN104612698A CN201510036482.0A CN201510036482A CN104612698A CN 104612698 A CN104612698 A CN 104612698A CN 201510036482 A CN201510036482 A CN 201510036482A CN 104612698 A CN104612698 A CN 104612698A
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excavation
tunnel
arch
bar
construction
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CN201510036482.0A
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Chinese (zh)
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CN104612698B (en
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周霄
王春华
阮建中
郑少午
童超宝
王晓春
卢春林
罗维
胡益平
唐绍明
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杭州天恒投资建设管理有限公司
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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal

Abstract

The invention discloses a method for constructing an upper step middle partition wall of a shallow-buried excavation tunnel. The method includes the steps of advanced geology forecast, measuring and setting-out, upper step arch advanced supporting, upper step excavation with core soil reserved, upper step application primary supporting, lower step excavation with core soil reserved, upper step middle partition wall detachment, tunnel bottom excavation, temporary inverted arch detachment, inverted arch and inverted arch concrete filling, and arch wall secondary lining construction. The method simplifies construction procedures, saves temporary supporting materials, accelerates the construction progress to 45-60 meters per month, reduces labor cost, effectively shortens the construction period, reduces engineering cost, solves various problems that the number of auxiliary procedures of shallow-buried excavation tunnel construction is large, construction process is slow and structure stress is complicate, reduces influences on surrounding environments, and achieves good social and economic benefits.

Description

A kind of shallow-depth-excavation tunnel is topped bar median septum construction method

Technical field

The invention belongs to the technical field of constructing tunnel, particularly relate to a kind of shallow-depth-excavation tunnel and to top bar median septum construction method.

Background technology

Many employing CRD methods and two side-wall pilot tunnel in shallow buried covered excavation Modelling of Tunnel Excavation in Soft Rock, these methods excavate thought based on piecemeal, repeatedly disturbance country rock is removed in excavation and temporary lining, operation transforms complicated, operating space is little, be unfavorable for the use of heavy mechanical equipment, construction speed is slow, long in time limit, cost is high, excavation stability and safety also poor, and and be not suitable for that rock strength is low, the rock stratum of rock mass structure surface development, rock mass Environmental effect difference or Engineering Disturbance such as to be quick on the draw at IV, V grade of weak surrounding rock etc., the excavation of two-lane tunnel cannot be carried out.

At present, there is excavation, the complex procedures that cannot carry out two-lane tunnel in traditional shallow buried covered excavation Modelling of Tunnel Excavation in Soft Rock method, the problem that operating space is little.

Summary of the invention

The object of the embodiment of the present invention is to provide a kind of shallow-depth-excavation tunnel to top bar median septum construction method, be intended to solve traditional shallow buried covered excavation Modelling of Tunnel Excavation in Soft Rock method and there is excavation, the complex procedures that cannot carry out two-lane tunnel, the problem that operating space is little.

The embodiment of the present invention realizes like this, a kind of shallow-depth-excavation tunnel is topped bar median septum construction method, the method steps flow chart comprises advance geologic prediction, surveying setting-out, arch advance support of topping bar, top bar stay Core Soil to excavate, top bar apply preliminary bracing, get out of a predicament or an embarrassing situation stay that Core Soil excavates, median septum of topping bar is removed, excavation at the bottom of tunnel, Temporary invert are removed, inverted arch and inverted arch Concrete Filled, arch wall two serve as a contrast construction;

Described advance geologic prediction refers to and adopts geological drilling rig to drill front of tunnel heading 30-50m, according to drilling speed in borer drilling procedure and acquired core, square geological condition in face of excavation is judged, when discovery geology changes, sampling is immediately tested, the void ratio of main inspection soil property, fluidity, plasticity, the indexs such as natural moisture content, synthetic determination soil layer self-stability, intumescent etc., often circulate and sketch is carried out to excavation face geological condition, fill in tunnel geology application form, draw a set ofly comprise terminal mileage excavated section with the design geological condition every 10m in location that substantially conforms to, both sides abutment wall and tunnel bottom geologic sketch map, draw with the design every 5m in the geological condition location that there is any discrepancy and a set ofly comprise terminal mileage excavation face, both sides abutment wall and tunnel bottom geologic sketch map,

Described surveying setting-out refers to and is depicted as displacement-time curve or scatter diagram in time according to field measurement data, indicates working procedure and the excavated surface distance apart from measuring section, and measure management reference value under the time abscissa of curve;

Described arch advance support of topping bar refers to and utilizes the vertical steelframe of a upper circulation frame to apply tunnel advanced support, ductule adopts hot rolled seamless steel tube, Ф 42 × 4mm, single steel pipe length is 4.5m, between two rings, horizontal lap length is not less than 1m, taper is processed in steel pipe front end, afterbody welding φ 6mm reinforcing bar is put more energy into hoop, tube wall surrounding bores φ 6mm, so that slurries are to pressure injection in surrounding stratum, injected hole quincuncial arrangement, afterbody grouting section 30cm, the long 10cm of tip, be processed into tip, and weld, to middle 30cm in circumferential distance, outer limb is 5 ~ 10 °, middle pipe canopy adopts single long L=900cm, circumferential distance 30cm, longitudinal pitch 6m, outer limb 5 ~ 7 °, adopts cement-water glass double grouting, at wall rock condition when poor or rich groundwater, carries out periphery pre-pouring grout reinforce adjoining rock,

Described topping bar stays Core Soil excavation to refer to upper left quarter arc leading pit excavation of topping bar, and carries out, remaining core soil in advance, Core Soil length 1m, account for more than 1/2 of total excavation area after the advance support of arch;

Described topping bar applies preliminary bracing and refers to and utilize artificial pneumatic pick to excavate, be 0.5 ~ 0.75m according to country rock situation and preliminary bracing steelframe spacing determination cyclic advance during excavation, carry out in time after excavation spraying, anchor, net system supporting, erection steelframe, vertical median septum and Temporary invert in time, be connected with steel arch-shelf in preliminary bracing by steel plate, be close to steelframe dual-side along respectively setting 2 lock pin anchor tubes by angle of declination 45 ° and level, lock pin anchor tube firmly welds with steelframe, multiple pneumatically placed concrete is to design thickness, and median septum longitudinally adopts φ 22 bar connecting;

Described getting out of a predicament or an embarrassing situation stays Core Soil excavation to refer to the delayed upper left quarter 2 ~ 3m that tops bar, remaining core soil in advance excavates getting out of a predicament or an embarrassing situation, with upper left quarter parallel operations of topping bar, erection steel arch-shelf, steel mesh reinforcement, perform bolt-spary supports, beat lock pin anchor tube, the delayed lower left quarter 3 ~ 5m that gets out of a predicament or an embarrassing situation, tunnel with right lower quadrant is staggered, the distance that staggers 2 ~ 3m, reserved Core Soil of getting out of a predicament or an embarrassing situation, adopt mechanical equivalent of light excavation, coordinate manually levelling, excavation drilling depth 2 ~ 3 Pin, after excavation, face sprays 3 ~ 5cm concrete immediately, arch springing pad is set, be close to both sides, 2 lock pin anchor tubes are respectively set by angle of declination 45 ° and level, at arch springing bow member place, longitudinal and oblique 45 ° of dowels are set, form stressed triangle,

Described median septum of topping bar is removed and being referred to first having propped up of getting out of a predicament or an embarrassing situation, and removes median septum of topping bar before Core Soil excavation, after just propping up and tending towards stability, remove Temporary invert;

Excavation at the bottom of described tunnel refers to the concordant driving simultaneously of portion about at the bottom of tunnel, full width is constructed, each driving 3 ~ 4 Pin, carry out preliminary bracing in time, close into ring, inverted arch steelframe should align up and down with the profile steel frame of abutment wall, bolt is connected firmly, carry out steel mesh reinforcement, anchor pole and construction of shotcrete after steelframe Zhi Li completes, by reserved Grouting Pipe after first Zhi Chenghuan, carry out a just back-grouting in time;

Described Temporary invert removes the supporting referring to and remove Temporary invert, order is: first remove scaffolding and arrange protection safety net, then cutting sprayed mortar, then removing temporary steel support, process is a surface irregularities just, and last removal position fills spray concrete leveling;

Described inverted arch and inverted arch Concrete Filled refer to and utilize inverted arch and the segmentation of inverted arch fill concrete full width to build, according to design thickness pour-shaping, generally build segment length and be not more than 8m, inverted arch filling is carried out again after inverted arch initial set, inverted arch is filled both sides when building and is reserved interim ditch, setting to lead at abutment wall place, both sides, tunnel puts a little, lead and put a little every 5m and set one group, absolute altitude is consistent with this mileage design elevation, setting-out is carried out to excavation, excavation at the bottom of tunnel is carried out according to surveying and locating, a high pressure geomantic omen must be adopted to rush Xian to face of just propping up before concreting, cleaning substrate void quarrel, ponding and other foreign material, high pressure geomantic omen is adopted to rinse basal plane, splash guard is laid after ensureing basal plane cleaning, when inverted arch is built, in hole, transport adopts temporary trestle bridge, adopt Commercial Concrete, poker vibrator vibrates, inverted arch fill concrete intensity reaches 5MPa can pedestrian, intensity reaches after 70% intensity can traffick,

Described arch wall two serves as a contrast construction and refers in lining cutting process, concrete at the bottom of inverted arch, tunnel is adopted to fill advanced construction, arch wall lining cutting is followed up according to measurement in good time, arch wall lining cutting adopts 9m Self-propelled steel template hydraulic jumbo, concrete waggon transports, and is pumped into mould, the concrete vibrating mode that internal vibration and plate vibration combine, concrete at the bottom of inverted arch and tunnel is filled when applying and is adopted the construction of trestle full width, ensures that transport improves construction quality while unimpeded.

Further, described arch wall two serves as a contrast the lining cutting sequence of operation in construction: first surveying setting-out, re-lays track, and then chassis is in place, adjust and lock, brushing release agent, sealing rod or water-band are installed, closing termination mould, then pumping concrete is entered mould, then the demoulding, last health.

Further, described median septum of topping bar removes median septum of topping bar in removing before Core Soil excavation of getting out of a predicament or an embarrassing situation, both meet integer support structure of topping bar and be in closure state, median septum bottom of avoiding again occurring topping bar is in unsettled unfavorable stress without support, Temporary invert treats that preliminary bracing Cheng Huanhou removes, ensure that structural entity stress system smooth transition when removing temporary lining, reduce temporary lining to greatest extent and remove impact on structure.

Further, the design of temporary lining sprayed mortar in described described inverted arch and inverted arch Concrete Filled, not only avoid the adverse effect that sprayed mortar deadweight produces structure stress, improve junction intensity and rigidity, longitudinally continuous concrete beam is formed in tunnel, improve temporary lining holistic resistant behavior, workman's walking, transport of materials can also be met, top bar and slag tap and the requirement such as monitoring measurement apparatus installation, bring great convenience to construction.

Further, described shallow-depth-excavation tunnel median septum construction method of topping bar to be divided at the bottom of upper and lower step and tunnel three pieces face, the advance supports such as pipe canopy, advanced tubule control the first line displacement of front of tunnel heading, and upper and lower step stays Core Soil, suppress face to extrude displacement, both sides branch of topping bar staggers driving, close into ring in time, effectively control Vault settlement initial stage development speed, excavate at the bottom of tunnel, ring is closed in preliminary bracing, effectively controls the displacement of face rear.

Further, described shallow-depth-excavation tunnel is topped bar construction overall process monitoring measurement in median septum construction method, and implementation informationization manages, and in conjunction with advance geologic prediction, adjustment working procedure and supporting parameter, guarantee that construction is in safe controllable state in time.

Effect gathers

Shallow-depth-excavation tunnel provided by the invention is topped bar median septum construction method, by removing median septum of topping bar before Core Soil excavation of getting out of a predicament or an embarrassing situation, saving temporary lining material, having significantly improved the operating efficiency of plant equipment and workman, decrease machinery and labor cost, save construction costs; Utilization dregs of topping bar directly is abandoned to getting out of a predicament or an embarrassing situation by Temporary invert gap, construction space of getting out of a predicament or an embarrassing situation is large, and mechanical equivalent of light excavation, the flexible operation such as to slag tap, be applicable to two-way traffic excavation, decrease the installation of median septum of getting out of a predicament or an embarrassing situation and dismounting activity duration simultaneously, improve construction speed significantly.Shallow-depth-excavation tunnel median septum construction method of topping bar simplifies working procedure, save temporary lining material, and optimize height of getting out of a predicament or an embarrassing situation, make to get out of a predicament or an embarrassing situation and meet mechanical equivalent of light excavation requirement, improve the comprehensive utilization ratio of plant equipment, construction speed is made to bring up to 45 ~ 60m/ month, decrease labor cost, effectively shorten the construction period, save construction costs, solve shallow-depth-excavation tunnel construction aided process many, construction speed is slow, many difficult problems such as structure stress is complicated, ground settlement is made to control within 25mm in construction period, underground pipeline settlement apart from vault only 6m controls within 20mm, avoid the land subsidence or line fracture accident etc. because sedimentation and deformation causes greatly, reduce the impact on surrounding enviroment, achieve good Social and economic benef@.

Accompanying drawing explanation

Fig. 1 is that shallow-depth-excavation tunnel that the embodiment of the present invention provides is topped bar the flow chart of steps of median septum construction method.

Detailed description of the invention

In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with embodiment, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.

Below in conjunction with drawings and the specific embodiments, application principle of the present invention is further described.

As shown in Figure 1, a kind of shallow-depth-excavation tunnel is topped bar median septum construction method, the method steps flow chart comprises advance geologic prediction S101, surveying setting-out S102, the arch advance support S103 that tops bar, top bar stay Core Soil to excavate S104, topping bar applies preliminary bracing S105, gets out of a predicament or an embarrassing situation and stay that Core Soil excavates S106, median septum of topping bar removes excavation S108 at the bottom of S107, tunnel, Temporary invert removes S109, inverted arch and inverted arch Concrete Filled S110, arch wall two serves as a contrast construction S111;

Described advance geologic prediction S101 refers to and adopts geological drilling rig to drill front of tunnel heading 30-50m, according to drilling speed in borer drilling procedure and acquired core, square geological condition in face of excavation is judged, when discovery geology changes, sampling is immediately tested, the void ratio of main inspection soil property, fluidity, plasticity, the indexs such as natural moisture content, synthetic determination soil layer self-stability, intumescent etc., often circulate and sketch is carried out to excavation face geological condition, fill in tunnel geology application form, draw a set ofly comprise terminal mileage excavated section with the design geological condition every 10m in location that substantially conforms to, both sides abutment wall and tunnel bottom geologic sketch map, draw with the design every 5m in the geological condition location that there is any discrepancy and a set ofly comprise terminal mileage excavation face, both sides abutment wall and tunnel bottom geologic sketch map,

Described surveying setting-out S102 refers to and is depicted as displacement-time curve or scatter diagram in time according to field measurement data, indicates working procedure and the excavated surface distance apart from measuring section, and measure management reference value under the time abscissa of curve;

The described arch advance support S103 that tops bar refers to and utilizes the vertical steelframe of a upper circulation frame to apply tunnel advanced support, ductule adopts hot rolled seamless steel tube, Ф 42 × 4mm, single steel pipe length is 4.5m, between two rings, horizontal lap length is not less than 1m, taper is processed in steel pipe front end, afterbody welding φ 6mm reinforcing bar is put more energy into hoop, tube wall surrounding bores φ 6mm, so that slurries are to pressure injection in surrounding stratum, injected hole quincuncial arrangement, afterbody grouting section 30cm, the long 10cm of tip, be processed into tip, and weld, to middle 30cm in circumferential distance, outer limb is 5 ~ 10 °, middle pipe canopy adopts single long L=900cm, circumferential distance 30cm, longitudinal pitch 6m, outer limb 5 ~ 7 °, adopts cement-water glass double grouting, at wall rock condition when poor or rich groundwater, carries out periphery pre-pouring grout reinforce adjoining rock,

Described topping bar stays Core Soil excavation S104 to refer to upper left quarter arc leading pit excavation of topping bar, and carries out, remaining core soil in advance, Core Soil length 1m, account for more than 1/2 of total excavation area after the advance support of arch;

Described topping bar applies preliminary bracing S105 and refers to and utilize artificial pneumatic pick to excavate, be 0.5 ~ 0.75m according to country rock situation and preliminary bracing steelframe spacing determination cyclic advance during excavation, carry out in time after excavation spraying, anchor, net system supporting, erection steelframe, vertical median septum and Temporary invert in time, be connected with steel arch-shelf in preliminary bracing by steel plate, be close to steelframe dual-side along respectively setting 2 lock pin anchor tubes by angle of declination 45 ° and level, lock pin anchor tube firmly welds with steelframe, multiple pneumatically placed concrete is to design thickness, and median septum longitudinally adopts φ 22 bar connecting;

Described getting out of a predicament or an embarrassing situation stays Core Soil excavation S106 to refer to the delayed upper left quarter 2 ~ 3m that tops bar, remaining core soil in advance excavates getting out of a predicament or an embarrassing situation, with upper left quarter parallel operations of topping bar, erection steel arch-shelf, steel mesh reinforcement, perform bolt-spary supports, beat lock pin anchor tube, the delayed lower left quarter 3 ~ 5m that gets out of a predicament or an embarrassing situation, tunnel with right lower quadrant is staggered, the distance that staggers 2 ~ 3m, reserved Core Soil of getting out of a predicament or an embarrassing situation, adopt mechanical equivalent of light excavation, coordinate manually levelling, excavation drilling depth 2 ~ 3 Pin, after excavation, face sprays 3 ~ 5cm concrete immediately, arch springing pad is set, be close to both sides, 2 lock pin anchor tubes are respectively set by angle of declination 45 ° and level, at arch springing bow member place, longitudinal and oblique 45 ° of dowels are set, form stressed triangle,

Described median septum of topping bar is removed S107 and is referred to first having propped up of getting out of a predicament or an embarrassing situation, and removes median septum of topping bar before Core Soil excavation, after just propping up and tending towards stability, remove Temporary invert;

Excavating S108 at the bottom of described tunnel refers to the concordant driving simultaneously of portion about at the bottom of tunnel, full width is constructed, each driving 3 ~ 4 Pin, carry out preliminary bracing in time, close into ring, inverted arch steelframe should align up and down with the profile steel frame of abutment wall, bolt is connected firmly, carry out steel mesh reinforcement, anchor pole and construction of shotcrete after steelframe Zhi Li completes, by reserved Grouting Pipe after first Zhi Chenghuan, carry out a just back-grouting in time;

Described Temporary invert is removed S109 and is referred to the supporting of removing Temporary invert, order is: first remove scaffolding and arrange protection safety net, then cutting sprayed mortar, then removing temporary steel support, process is a surface irregularities just, and last removal position fills spray concrete leveling;

Described inverted arch and inverted arch Concrete Filled S110 refer to and utilize inverted arch and the segmentation of inverted arch fill concrete full width to build, according to design thickness pour-shaping, generally build segment length and be not more than 8m, inverted arch filling is carried out again after inverted arch initial set, inverted arch is filled both sides when building and is reserved interim ditch, setting to lead at abutment wall place, both sides, tunnel puts a little, lead and put a little every 5m and set one group, absolute altitude is consistent with this mileage design elevation, setting-out is carried out to excavation, excavation at the bottom of tunnel is carried out according to surveying and locating, a high pressure geomantic omen must be adopted to rush Xian to face of just propping up before concreting, cleaning substrate void quarrel, ponding and other foreign material, high pressure geomantic omen is adopted to rinse basal plane, splash guard is laid after ensureing basal plane cleaning, when inverted arch is built, in hole, transport adopts temporary trestle bridge, adopt Commercial Concrete, poker vibrator vibrates, inverted arch fill concrete intensity reaches 5MPa can pedestrian, intensity reaches after 70% intensity can traffick,

Described arch wall two serves as a contrast construction S111 and refers in lining cutting process, concrete at the bottom of inverted arch, tunnel is adopted to fill advanced construction, arch wall lining cutting is followed up according to measurement in good time, arch wall lining cutting adopts 9m Self-propelled steel template hydraulic jumbo, concrete waggon transports, and is pumped into mould, the concrete vibrating mode that internal vibration and plate vibration combine, concrete at the bottom of inverted arch and tunnel is filled when applying and is adopted the construction of trestle full width, ensures that transport improves construction quality while unimpeded.

Further, described arch wall two serves as a contrast the lining cutting sequence of operation in construction S111: first surveying setting-out, re-lays track, and then chassis is in place, adjust and lock, brushing release agent, sealing rod or water-band are installed, closing termination mould, then pumping concrete is entered mould, then the demoulding, last health.

Further, described median septum of topping bar is removed in S107 and remove median septum of topping bar before Core Soil excavation of getting out of a predicament or an embarrassing situation, both meet integer support structure of topping bar and be in closure state, median septum bottom of avoiding again occurring topping bar is in unsettled unfavorable stress without support, Temporary invert treats that preliminary bracing Cheng Huanhou removes, ensure that structural entity stress system smooth transition when removing temporary lining, reduce temporary lining to greatest extent and remove impact on structure.

Further, the design of temporary lining sprayed mortar in described described inverted arch and inverted arch Concrete Filled S110, not only avoid the adverse effect that sprayed mortar deadweight produces structure stress, improve junction intensity and rigidity, longitudinally continuous concrete beam is formed in tunnel, improve temporary lining holistic resistant behavior, workman's walking, transport of materials can also be met, top bar and slag tap and the requirement such as monitoring measurement apparatus installation, bring great convenience to construction.

Further, described shallow-depth-excavation tunnel median septum construction method of topping bar to be divided at the bottom of upper and lower step and tunnel three pieces face, the advance supports such as pipe canopy, advanced tubule control the first line displacement of front of tunnel heading, and upper and lower step stays Core Soil, suppress face to extrude displacement, both sides branch of topping bar staggers driving, close into ring in time, effectively control Vault settlement initial stage development speed, excavate at the bottom of tunnel, ring is closed in preliminary bracing, effectively controls the displacement of face rear.

Further, described shallow-depth-excavation tunnel is topped bar construction overall process monitoring measurement in median septum construction method, and implementation informationization manages, and in conjunction with advance geologic prediction, adjustment working procedure and supporting parameter, guarantee that construction is in safe controllable state in time.

Operating principle

As shown in Figure 1, a kind of shallow-depth-excavation tunnel top bar that the technological process of median septum construction method comprises advance geologic prediction S101, surveying setting-out S102, the arch advance support S103 that tops bar, top bar stay Core Soil to excavate S104, topping bar applies preliminary bracing S105, gets out of a predicament or an embarrassing situation and stay that Core Soil excavates S106, median septum of topping bar removes excavation S108 at the bottom of S107, tunnel, Temporary invert removes S109, inverted arch and inverted arch Concrete Filled S110, arch wall two serves as a contrast construction S111, described advance geologic prediction S101 refers to and adopts geological drilling rig to drill front of tunnel heading 30-50m, according to drilling speed in borer drilling procedure and acquired core, square geological condition in face of excavation is judged, when discovery geology changes, sampling is immediately tested, the void ratio of main inspection soil property, fluidity, plasticity, the indexs such as natural moisture content, synthetic determination soil layer self-stability, intumescent etc., often circulate and sketch is carried out to excavation face geological condition, fill in tunnel geology application form, draw a set ofly comprise terminal mileage excavated section with the design geological condition every 10m in location that substantially conforms to, both sides abutment wall and tunnel bottom geologic sketch map, draw with the design every 5m in the geological condition location that there is any discrepancy and a set ofly comprise terminal mileage excavation face, both sides abutment wall and tunnel bottom geologic sketch map, described surveying setting-out S102 refers to and is depicted as displacement-time curve or scatter diagram in time according to field measurement data, indicates working procedure and the excavated surface distance apart from measuring section, and measure management reference value under the time abscissa of curve, the described arch advance support S103 that tops bar refers to and utilizes the vertical steelframe of a upper circulation frame to apply tunnel advanced support, ductule adopts hot rolled seamless steel tube, Ф 42 × 4mm, single steel pipe length is 4.5m, between two rings, horizontal lap length is not less than 1m, taper is processed in steel pipe front end, afterbody welding φ 6mm reinforcing bar is put more energy into hoop, tube wall surrounding bores φ 6mm, so that slurries are to pressure injection in surrounding stratum, injected hole quincuncial arrangement, afterbody grouting section 30cm, the long 10cm of tip, be processed into tip, and weld, to middle 30cm in circumferential distance, outer limb is 5 ~ 10 °, middle pipe canopy adopts single long L=900cm, circumferential distance 30cm, longitudinal pitch 6m, outer limb 5 ~ 7 °, adopts cement-water glass double grouting, at wall rock condition when poor or rich groundwater, carries out periphery pre-pouring grout reinforce adjoining rock, described topping bar stays Core Soil excavation S104 to refer to upper left quarter arc leading pit excavation of topping bar, and carries out, remaining core soil in advance, Core Soil length 1m, account for more than 1/2 of total excavation area after the advance support of arch, described topping bar applies preliminary bracing S105 and refers to and utilize artificial pneumatic pick to excavate, be 0.5 ~ 0.75m according to country rock situation and preliminary bracing steelframe spacing determination cyclic advance during excavation, carry out in time after excavation spraying, anchor, net system supporting, erection steelframe, vertical median septum and Temporary invert in time, be connected with steel arch-shelf in preliminary bracing by steel plate, be close to steelframe dual-side along respectively setting 2 lock pin anchor tubes by angle of declination 45 ° and level, lock pin anchor tube firmly welds with steelframe, multiple pneumatically placed concrete is to design thickness, and median septum longitudinally adopts φ 22 bar connecting, described getting out of a predicament or an embarrassing situation stays Core Soil excavation S106 to refer to the delayed upper left quarter 2 ~ 3m that tops bar, remaining core soil in advance excavates getting out of a predicament or an embarrassing situation, with upper left quarter parallel operations of topping bar, erection steel arch-shelf, steel mesh reinforcement, perform bolt-spary supports, beat lock pin anchor tube, the delayed lower left quarter 3 ~ 5m that gets out of a predicament or an embarrassing situation, tunnel with right lower quadrant is staggered, the distance that staggers 2 ~ 3m, reserved Core Soil of getting out of a predicament or an embarrassing situation, adopt mechanical equivalent of light excavation, coordinate manually levelling, excavation drilling depth 2 ~ 3 Pin, after excavation, face sprays 3 ~ 5cm concrete immediately, arch springing pad is set, be close to both sides, 2 lock pin anchor tubes are respectively set by angle of declination 45 ° and level, at arch springing bow member place, longitudinal and oblique 45 ° of dowels are set, form stressed triangle, described median septum of topping bar is removed S107 and is referred to first having propped up of getting out of a predicament or an embarrassing situation, and removes median septum of topping bar before Core Soil excavation, after just propping up and tending towards stability, remove Temporary invert, excavating S108 at the bottom of described tunnel refers to the concordant driving simultaneously of portion about at the bottom of tunnel, full width is constructed, each driving 3 ~ 4 Pin, carry out preliminary bracing in time, close into ring, inverted arch steelframe should align up and down with the profile steel frame of abutment wall, bolt is connected firmly, carry out steel mesh reinforcement, anchor pole and construction of shotcrete after steelframe Zhi Li completes, by reserved Grouting Pipe after first Zhi Chenghuan, carry out a just back-grouting in time, described Temporary invert is removed S109 and is referred to the supporting of removing Temporary invert, order is: first remove scaffolding and arrange protection safety net, then cutting sprayed mortar, then removing temporary steel support, process is a surface irregularities just, and last removal position fills spray concrete leveling, described inverted arch and inverted arch Concrete Filled S110 refer to and utilize inverted arch and the segmentation of inverted arch fill concrete full width to build, according to design thickness pour-shaping, generally build segment length and be not more than 8m, inverted arch filling is carried out again after inverted arch initial set, inverted arch is filled both sides when building and is reserved interim ditch, setting to lead at abutment wall place, both sides, tunnel puts a little, lead and put a little every 5m and set one group, absolute altitude is consistent with this mileage design elevation, setting-out is carried out to excavation, excavation at the bottom of tunnel is carried out according to surveying and locating, a high pressure geomantic omen must be adopted to rush Xian to face of just propping up before concreting, cleaning substrate void quarrel, ponding and other foreign material, high pressure geomantic omen is adopted to rinse basal plane, splash guard is laid after ensureing basal plane cleaning, when inverted arch is built, in hole, transport adopts temporary trestle bridge, adopt Commercial Concrete, poker vibrator vibrates, inverted arch fill concrete intensity reaches 5MPa can pedestrian, intensity reaches after 70% intensity can traffick, described arch wall two serves as a contrast construction S111 and refers in lining cutting process, concrete at the bottom of inverted arch, tunnel is adopted to fill advanced construction, arch wall lining cutting is followed up according to measurement in good time, arch wall lining cutting adopts 9m Self-propelled steel template hydraulic jumbo, concrete waggon transports, and is pumped into mould, the concrete vibrating mode that internal vibration and plate vibration combine, concrete at the bottom of inverted arch and tunnel is filled when applying and is adopted the construction of trestle full width, ensures that transport improves construction quality while unimpeded.

The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.

Claims (6)

1. a shallow-depth-excavation tunnel is topped bar median septum construction method, it is characterized in that, the method steps flow chart comprises advance geologic prediction, surveying setting-out, arch advance support of topping bar, top bar stay Core Soil to excavate, top bar apply preliminary bracing, get out of a predicament or an embarrassing situation stay that Core Soil excavates, median septum of topping bar is removed, excavation at the bottom of tunnel, Temporary invert are removed, inverted arch and inverted arch Concrete Filled, arch wall two serve as a contrast construction;
Described advance geologic prediction refers to and adopts geological drilling rig to drill front of tunnel heading 30-50m, according to drilling speed in borer drilling procedure and acquired core, square geological condition in face of excavation is judged, when discovery geology changes, sampling is immediately tested, the void ratio of main inspection soil property, fluidity, plasticity, the index of natural moisture content, synthetic determination soil layer self-stability, intumescent, often circulate and sketch is carried out to excavation face geological condition, fill in tunnel geology application form, draw a set ofly comprise terminal mileage excavated section with the design geological condition every 10m in location that substantially conforms to, both sides abutment wall and tunnel bottom geologic sketch map, draw with the design every 5m in the geological condition location that there is any discrepancy and a set ofly comprise terminal mileage excavation face, both sides abutment wall and tunnel bottom geologic sketch map,
Described surveying setting-out refers to and is depicted as displacement-time curve or scatter diagram in time according to field measurement data, indicates working procedure and the excavated surface distance apart from measuring section, and measure management reference value under the time abscissa of curve;
Described arch advance support of topping bar refers to and utilizes the vertical steelframe of a upper circulation frame to apply tunnel advanced support, ductule adopts hot rolled seamless steel tube, Ф 42 × 4mm, single steel pipe length is 4.5m, between two rings, horizontal lap length is not less than 1m, taper is processed in steel pipe front end, afterbody welding φ 6mm reinforcing bar is put more energy into hoop, tube wall surrounding bores φ 6mm, so that slurries are to pressure injection in surrounding stratum, injected hole quincuncial arrangement, afterbody grouting section 30cm, the long 10cm of tip, be processed into tip, and weld, to middle 30cm in circumferential distance, outer limb is 5 ~ 10 °, middle pipe canopy adopts single long L=900cm, circumferential distance 30cm, longitudinal pitch 6m, outer limb 5 ~ 7 °, adopts cement-water glass double grouting, at wall rock condition when poor or rich groundwater, carries out periphery pre-pouring grout reinforce adjoining rock,
Described topping bar stays Core Soil excavation to refer to upper left quarter arc leading pit excavation of topping bar, and carries out, remaining core soil in advance, Core Soil length 1m, account for more than 1/2 of total excavation area after the advance support of arch;
Described topping bar applies preliminary bracing and refers to and utilize artificial pneumatic pick to excavate, be 0.5 ~ 0.75m according to country rock situation and preliminary bracing steelframe spacing determination cyclic advance during excavation, carry out in time after excavation spraying, anchor, net system supporting, erection steelframe, vertical median septum and Temporary invert in time, be connected with steel arch-shelf in preliminary bracing by steel plate, be close to steelframe dual-side along respectively setting 2 lock pin anchor tubes by angle of declination 45 ° and level, lock pin anchor tube firmly welds with steelframe, multiple pneumatically placed concrete is to design thickness, and median septum longitudinally adopts φ 22 bar connecting;
Described getting out of a predicament or an embarrassing situation stays Core Soil excavation to refer to the delayed upper left quarter 2 ~ 3m that tops bar, remaining core soil in advance excavates getting out of a predicament or an embarrassing situation, with upper left quarter parallel operations of topping bar, erection steel arch-shelf, steel mesh reinforcement, perform bolt-spary supports, beat lock pin anchor tube, the delayed lower left quarter 3 ~ 5m that gets out of a predicament or an embarrassing situation, tunnel with right lower quadrant is staggered, the distance that staggers 2 ~ 3m, reserved Core Soil of getting out of a predicament or an embarrassing situation, adopt mechanical equivalent of light excavation, coordinate manually levelling, excavation drilling depth 2 ~ 3 Pin, after excavation, face sprays 3 ~ 5cm concrete immediately, arch springing pad is set, be close to both sides, 2 lock pin anchor tubes are respectively set by angle of declination 45 ° and level, at arch springing bow member place, longitudinal and oblique 45 ° of dowels are set, form stressed triangle,
Described median septum of topping bar is removed and being referred to first having propped up of getting out of a predicament or an embarrassing situation, and removes median septum of topping bar before Core Soil excavation, after just propping up and tending towards stability, remove Temporary invert;
Excavation at the bottom of described tunnel refers to the concordant driving simultaneously of portion about at the bottom of tunnel, full width is constructed, each driving 3 ~ 4 Pin, carry out preliminary bracing in time, close into ring, inverted arch steelframe should align up and down with the profile steel frame of abutment wall, bolt is connected firmly, carry out steel mesh reinforcement, anchor pole and construction of shotcrete after steelframe Zhi Li completes, by reserved Grouting Pipe after first Zhi Chenghuan, carry out a just back-grouting in time;
Described Temporary invert removes the supporting referring to and remove Temporary invert, order is: first remove scaffolding and arrange protection safety net, then cutting sprayed mortar, then removing temporary steel support, process is a surface irregularities just, and last removal position fills spray concrete leveling;
Described inverted arch and inverted arch Concrete Filled refer to and utilize inverted arch and the segmentation of inverted arch fill concrete full width to build, according to design thickness pour-shaping, generally build segment length and be not more than 8m, inverted arch filling is carried out again after inverted arch initial set, inverted arch is filled both sides when building and is reserved interim ditch, setting to lead at abutment wall place, both sides, tunnel puts a little, lead and put a little every 5m and set one group, absolute altitude is consistent with this mileage design elevation, setting-out is carried out to excavation, excavation at the bottom of tunnel is carried out according to surveying and locating, a high pressure geomantic omen must be adopted to rush Xian to face of just propping up before concreting, cleaning substrate void quarrel, ponding and other foreign material, high pressure geomantic omen is adopted to rinse basal plane, splash guard is laid after ensureing basal plane cleaning, when inverted arch is built, in hole, transport adopts temporary trestle bridge, adopt Commercial Concrete, poker vibrator vibrates, inverted arch fill concrete intensity reaches 5MPa can pedestrian, intensity reaches after 70% intensity can traffick,
Described arch wall two serves as a contrast construction and refers in lining cutting process, concrete at the bottom of inverted arch, tunnel is adopted to fill advanced construction, arch wall lining cutting is followed up according to measurement in good time, arch wall lining cutting adopts 9m Self-propelled steel template hydraulic jumbo, concrete waggon transports, and is pumped into mould, the concrete vibrating mode that internal vibration and plate vibration combine, concrete at the bottom of inverted arch and tunnel is filled when applying and is adopted the construction of trestle full width, ensures that transport improves construction quality while unimpeded.
2. shallow-depth-excavation tunnel as claimed in claim 1 is topped bar median septum construction method, it is characterized in that, described arch wall two serves as a contrast the lining cutting sequence of operation in construction and is: first surveying setting-out, re-lays track, then chassis is in place, adjust and lock, brushing release agent, sealing rod or water-band are installed, close termination mould, then pumping concrete is entered mould, then the demoulding, last health.
3. shallow-depth-excavation tunnel as claimed in claim 1 is topped bar median septum construction method, it is characterized in that, described median septum of topping bar removes median septum of topping bar in removing before Core Soil excavation of getting out of a predicament or an embarrassing situation, both meet integer support structure of topping bar and be in closure state, median septum bottom of avoiding again occurring topping bar is in unsettled unfavorable stress without support, Temporary invert treats that preliminary bracing Cheng Huanhou removes, ensure that structural entity stress system smooth transition when removing temporary lining, reduce temporary lining to greatest extent and remove impact on structure.
4. shallow-depth-excavation tunnel as claimed in claim 1 is topped bar median septum construction method, it is characterized in that, the design of temporary lining sprayed mortar in described inverted arch and inverted arch Concrete Filled, not only avoid the adverse effect that sprayed mortar deadweight produces structure stress, improve junction intensity and rigidity, longitudinally continuous concrete beam is formed in tunnel, improve temporary lining holistic resistant behavior, workman's walking, transport of materials can also be met, top bar and slag tap and the requirement of monitoring measurement apparatus installation, bring great convenience to construction.
5. shallow-depth-excavation tunnel as claimed in claim 1 is topped bar median septum construction method, it is characterized in that, described shallow-depth-excavation tunnel median septum construction method of topping bar to be divided at the bottom of upper and lower step and tunnel three pieces face, the advance support of pipe canopy, advanced tubule controls the first line displacement of front of tunnel heading, upper and lower step stays Core Soil, face is suppressed to extrude displacement, both sides branch of topping bar staggers driving, close into ring in time, effective control Vault settlement initial stage development speed, excavate at the bottom of tunnel, ring is closed in preliminary bracing, effectively controls the displacement of face rear.
6. shallow-depth-excavation tunnel as claimed in claim 1 is topped bar median septum construction method, it is characterized in that, described shallow-depth-excavation tunnel is topped bar construction overall process monitoring measurement in median septum construction method, implementation informationization manages, in conjunction with advance geologic prediction, timely adjustment working procedure and supporting parameter, guarantee that construction is in safe controllable state.
CN201510036482.0A 2015-01-24 2015-01-24 A kind of shallow-depth-excavation tunnel top bar interval wall construction method CN104612698B (en)

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Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105863665A (en) * 2016-04-07 2016-08-17 石河子大学 Disposing method for dross of stone tunnel invert
CN106837371A (en) * 2017-03-23 2017-06-13 中铁五局集团成都工程有限责任公司 The step band inverted arch construction method of large deformation tunnel two
CN106948839A (en) * 2017-04-27 2017-07-14 中铁十六局集团第四工程有限公司 A kind of tunnel benching tunnelling method construction steel diaphragm and construction method
CN107218064A (en) * 2017-07-19 2017-09-29 北京建工土木工程有限公司 A kind of large cross-section tunnel changes support and two lining construction methods
CN108035733A (en) * 2017-11-01 2018-05-15 中铁四局集团有限公司 A kind of perpendicular support partial excavation method of rock matter large section tunnel steelframe dike combination
CN108131143A (en) * 2017-12-01 2018-06-08 长安大学 A kind of construction method of super-span tunnel top bar CD methods
CN108150199A (en) * 2017-12-01 2018-06-12 长安大学 A kind of method that temporary support stability is improved in tunnel top bar CD methods construction
CN108286920A (en) * 2018-01-31 2018-07-17 中铁二十二局集团第工程有限公司 A kind of implementation of Tunnel Blasting and excavation
CN108756901A (en) * 2018-06-06 2018-11-06 中铁十局集团第五工程有限公司 Former times lattice reach special formation Shallow Tunnel Construction method
CN108915696A (en) * 2018-07-09 2018-11-30 中铁七局集团西安铁路工程有限公司 A kind of tunnel complete set mechanical equipment Construction Organization Method
CN109026018A (en) * 2018-07-30 2018-12-18 中铁七局集团西安铁路工程有限公司 First branch connection arch two serves as a contrast free-standing interval structure section tunneling machinery trolley construction
CN109339798A (en) * 2018-10-19 2019-02-15 重庆大学 One kind is for improving Core Soil release method in the construction of tunnel and Double side heading method
CN109372522A (en) * 2018-11-27 2019-02-22 中铁隆工程集团有限公司 Urban track traffic complexity overlapping tunnel construction method

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101105131A (en) * 2007-08-17 2008-01-16 中铁十二局集团有限公司 Tunnel dredging method suitable for railway large section IV, V class rock tunnel
CN103628887A (en) * 2013-11-28 2014-03-12 中铁十三局集团有限公司 Large-section water-rich saturated fine sand railway tunnel excavation method
CN104165056A (en) * 2014-03-11 2014-11-26 中交一公局厦门工程有限公司 Construction method for excavating water-rich shallow underground excavation tunnel

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101105131A (en) * 2007-08-17 2008-01-16 中铁十二局集团有限公司 Tunnel dredging method suitable for railway large section IV, V class rock tunnel
CN103628887A (en) * 2013-11-28 2014-03-12 中铁十三局集团有限公司 Large-section water-rich saturated fine sand railway tunnel excavation method
CN104165056A (en) * 2014-03-11 2014-11-26 中交一公局厦门工程有限公司 Construction method for excavating water-rich shallow underground excavation tunnel

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
李铮: "城市浅埋隧道穿越饱和砂土复合地层时适宜的施工工法", 《中国铁道科学》 *
褚晓晖: "上台阶CD法在客专某浅埋隧道中的开发应用", 《科学之友》 *

Cited By (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105863665A (en) * 2016-04-07 2016-08-17 石河子大学 Disposing method for dross of stone tunnel invert
CN106837371A (en) * 2017-03-23 2017-06-13 中铁五局集团成都工程有限责任公司 The step band inverted arch construction method of large deformation tunnel two
CN106948839A (en) * 2017-04-27 2017-07-14 中铁十六局集团第四工程有限公司 A kind of tunnel benching tunnelling method construction steel diaphragm and construction method
CN107218064A (en) * 2017-07-19 2017-09-29 北京建工土木工程有限公司 A kind of large cross-section tunnel changes support and two lining construction methods
CN108035733A (en) * 2017-11-01 2018-05-15 中铁四局集团有限公司 A kind of perpendicular support partial excavation method of rock matter large section tunnel steelframe dike combination
CN108035733B (en) * 2017-11-01 2019-10-25 中铁四局集团有限公司 A kind of perpendicular support partial excavation method of rock matter large section tunnel steelframe dike combination
CN108150199A (en) * 2017-12-01 2018-06-12 长安大学 A kind of method that temporary support stability is improved in tunnel top bar CD methods construction
CN108150199B (en) * 2017-12-01 2019-06-11 长安大学 The method of temporary support stability is improved in a kind of construction of tunnel top bar CD method
CN108131143A (en) * 2017-12-01 2018-06-08 长安大学 A kind of construction method of super-span tunnel top bar CD methods
CN108286920A (en) * 2018-01-31 2018-07-17 中铁二十二局集团第工程有限公司 A kind of implementation of Tunnel Blasting and excavation
CN108756901A (en) * 2018-06-06 2018-11-06 中铁十局集团第五工程有限公司 Former times lattice reach special formation Shallow Tunnel Construction method
CN108756901B (en) * 2018-06-06 2019-10-11 中铁十一局集团第五工程有限公司 Former times lattice reach special formation Shallow Tunnel Construction method
CN108915696A (en) * 2018-07-09 2018-11-30 中铁七局集团西安铁路工程有限公司 A kind of tunnel complete set mechanical equipment Construction Organization Method
CN109026018A (en) * 2018-07-30 2018-12-18 中铁七局集团西安铁路工程有限公司 First branch connection arch two serves as a contrast free-standing interval structure section tunneling machinery trolley construction
CN109339798A (en) * 2018-10-19 2019-02-15 重庆大学 One kind is for improving Core Soil release method in the construction of tunnel and Double side heading method
CN109372522A (en) * 2018-11-27 2019-02-22 中铁隆工程集团有限公司 Urban track traffic complexity overlapping tunnel construction method

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