CN109706945A - Come down fracture belt tunnel construction method - Google Patents
Come down fracture belt tunnel construction method Download PDFInfo
- Publication number
- CN109706945A CN109706945A CN201910094713.1A CN201910094713A CN109706945A CN 109706945 A CN109706945 A CN 109706945A CN 201910094713 A CN201910094713 A CN 201910094713A CN 109706945 A CN109706945 A CN 109706945A
- Authority
- CN
- China
- Prior art keywords
- construction
- hole
- face
- soil
- tunnel
- Prior art date
- Legal status (The legal status 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 status listed.)
- Pending
Links
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The problem of the present invention provides landslide fracture belt tunnel construction method, the existing tunnel construction method of effective solution easily occurs landslide and collapses, more danger in the work progress of construction personnel, the duration cannot be guaranteed；Its technical solution solved is, specific as follows: before fracture belt tunnel portal excavates on landslide, carrying out slip mass soil mass displacement at the deep layer monitoring arrangement；Start to carry out the construction of hole face-upward slope intercepting ditch；Carry out hole antiskid pile driving construction；Hole face-upward slope surface grouting is carried out to reinforce；Loose soil bed around excavation face is consolidated integral, one of holding force circle of formation by a series of technical measures by the construction for carrying out hole large scale piperoof；After tunnel excavation, surrouding rock stress redistribution, the soil pressure that arch is received passes to scaffold through bonding course and Guan Peng；The present invention, which can effectively prevent to come down in tunnel construction, collapses, and construction personnel's personal safety is effectively ensured, saves cost, construction efficiency greatly improves.
Description
Technical field
The present invention relates to tunnel technical field of construction, especially landslide fracture belt tunnel construction method.
Background technique
Chinese transportation net is quickly grown, and more and more road and rail tunnels need to excavate.Carrying out tunnel construction
In, it generallys use steel tube shed and reinforces Portal Section Surrounding Rock Strength.But the entrance construction in landslide fracture region is often big in construction
Slip mass slump event occurs for pipe canopy process, brings huge life and property loss to local and unit in charge of construction, and subsequent right
Landslide carries out processing and greatly increases construction period and cost, so before performing steel tube shed, should it is whole for slip mass and
Tunnel portal part slopes take pre-reinforcement measure, eliminate the potential risk of slip mass slump, but existing construction method is not
It can guarantee going on smoothly for tunnel construction.
Summary of the invention
For above situation, for the defect for overcoming the prior art, the present invention provides landslide fracture belt tunnel constructions
Method, the existing tunnel construction method of effective solution easily occur landslide and collapse, in the work progress of construction personnel compared with
For danger, the problem of duration cannot be guaranteed.
Its technical solution solved is, specific as follows:
1. the first step before fracture belt tunnel portal excavates on landslide, carries out slip mass soil mass displacement at the deep layer monitoring arrangement, supervises in real time
Survey In Situ Displacement of Slope；
2. second step starts to carry out the construction of hole face-upward slope intercepting ditch, massif insulated stream is to landslide in the case of reducing heavy rain
Wash away and corrode face-upward slope；
3. third step carries out hole antiskid pile driving construction, hole friction pile will play the role of preliminarily stabilised slip mass, and can subtract
Few large area grouting and reinforcing slopes bring environmental disruption；
4. the 4th step carries out hole face-upward slope surface grouting and reinforces；
5. the 5th step carries out the construction of hole large scale piperoof, is consolidated loose soil bed around excavation face by a series of technical measures
Form entirety, forms one of holding force circle；
6. the 6th step, after tunnel excavation, surrouding rock stress redistribution, the soil pressure that arch is received is passed to through bonding course and Guan Peng
Scaffold forms integer support due to being connected with each other between arch, it is ensured that under the safety and hole of hole and barrel construction
The safety of square high-fill roadbed section construction.
The present invention, which can effectively prevent to come down in tunnel construction, collapses, and construction personnel's personal safety is effectively ensured,
Cost is saved, construction efficiency greatly improves.
Detailed description of the invention
Fig. 1 is pipe and cable detector working principle used in the present invention.
Fig. 2 is friction pile construction flow chart in the present invention.
Fig. 3 is fore shaft floor plan in the present invention.
Fig. 4 is that friction pile excavates layout drawing in the present invention.
Fig. 5 is daguanpeng construction process flow chart in the present invention.
Specific embodiment
Further description is made to a specific embodiment of the invention below in conjunction with attached drawing.
It is provided by Fig. 1 to Fig. 5, Specific construction step of the present invention:
1. the first step before fracture belt tunnel portal excavates on landslide, carries out slip mass soil mass displacement at the deep layer monitoring arrangement, supervises in real time
Survey In Situ Displacement of Slope；
2. second step starts to carry out the construction of hole face-upward slope intercepting ditch, massif insulated stream is to landslide in the case of reducing heavy rain
Wash away and corrode face-upward slope；
3. third step carries out hole antiskid pile driving construction, hole friction pile will play the role of preliminarily stabilised slip mass, and can subtract
Few large area grouting and reinforcing slopes bring environmental disruption；
4. the 4th step carries out hole face-upward slope surface grouting and reinforces；
5. the 5th step carries out the construction of hole large scale piperoof, is consolidated loose soil bed around excavation face by a series of technical measures
Form entirety, forms one of holding force circle；
6. the 6th step, after tunnel excavation, surrouding rock stress redistribution, the soil pressure that arch is received is passed to through bonding course and Guan Peng
Scaffold forms integer support due to being connected with each other between arch, it is ensured that under the safety and hole of hole and barrel construction
The safety of square high-fill roadbed section construction.
In conjunction with above-mentioned steps, Specific construction step and construction details will be discussed in greater detail below:
1.1 construction technology process
Preparation of construction → soil mass displacement at the deep layer monitoring → hole face-upward slope intercepting ditch construction → hole antiskid pile driving construction → hole side
Face upward hillside fields table mortar depositing construction → large scale piperoof construction.
Before tunnel excavation, the monitoring of progress slip mass soil mass displacement at the deep layer is arranged first, real-time monitoring In Situ Displacement of Slope, so
After start carry out hole antiskid pile driving construction, hole friction pile will play the role of preliminarily stabilised slip mass, and can reduce big face
Product grouting and reinforcing slopes bring environmental disruption carries out hole later and faces upward hillside fields table grouting and reinforcing, completes to carry out hole after reinforcing
Loose soil bed around excavation face is consolidated integral, one of holding force circle of formation by a series of technical measures by large scale piperoof construction,
After tunnel excavation, surrouding rock stress redistribution, the soil pressure that arch is received passes to scaffold through bonding course and Guan Peng, due to
It is connected with each other between arch, forms integer support, it is ensured that high-fill roadbed below the safety and hole of hole and barrel construction
The safety of section construction.
The construction technology can be used for weak sand texture stratum, sand cobble stratum, landslide fracture belt, landslide section, broken soil
The underground structure of the geology such as talus location, the big bias of shallow embedding and rich groundwater condition construction supporting, can further by
This construction technology is promoted, the supporting that tunnel's entrance and exit section is excavated, and can also be applied to subway etc. and pass through the underground engineering in city to open
Dig pre support and as passing through existing building, highway, the auxiliary square for building tunnel portal below railway and underground structure
Method, application range are extremely extensive.
To accelerate speed of application and reducing the soil disturbance time, guarantee construction safety, when carrying out hole antiskid pile driving construction,
It excavates by the way of " two machines ", shortens 50% digging time；Face-upward slope surface grouting construction in hole is bored using hidden hole drilling
Hole pre-pouring grout consolidation process technology shortens surface grouting hole and punches the time；Long pipe shed construction monitors pipe canopy using pipe and cable detector
Deviation, the technology can simultaneously and concurrently be carried out with drilling, are substantially shorter the monitoring correction time, saved the duration.
1.2 key points for operation
1.2.1 soil mass displacement at the deep layer monitors
Slip mass soil mass displacement at the deep layer monitoring technology realizes the three-dimensional full face monitoring to slip mass land movement, is existing
Slip mass is firm and safe start tunneling provides slip mass land movement information in time, and according to native misalignment to applying
Work, management, design and management feedback detection case and conclusion, project parties are joined according to monitoring situation and conclusion optimization design
Number improves construction technology, it is ensured that construction safety.
Deep soil movement monitoring mainly sees the displacement situation of Rock And Soil deep layer using movable clinograph for a long time
It surveys.The monitoring system is mainly made of following four part: bar type clinometer probe (detector), Portable data acquisition instrument, number
According to transmission cable, built-in guide groove inclinometer pipe (dedicated).
The gauge head of inclinometer is settled or is promoted along the guide groove of inclimation measuring duct with its wheel.The sensor of gauge head can detect
Conduit exports a voltage signal, shows on estimating instrument in the tilt angle of each depth, the signal that gauge head is measured
It is with the directional reference of inclinometer pipe guide groove, in a certain depth, the function at the inclination angle of gauge head upper and lower guide wheels normal pitch L should
Signal can be converted into horizontal displacement.Periodically read the deformation of inclinometer pipe using inclinometer, arrangement obtain displacement-hole depth curve and
Displacement-time plot reflects the relative displacement situation of structural unit (layer) in slopes near monitoring holes with this.
According to the difference of the process of entrance construction, the position of soil mass displacement at the deep layer is also different: when carrying out antiskid pile driving construction,
Need to monitor the land movement situation of entire slip mass, therefore monitoring location, to cover entire slip mass, encryption monitoring friction pile is applied
Work areas adjacent is the arrangement that principle carries out point；When carrying out large scale piperoof construction, in hole part, face-upward slope is encrypted
It layouts monitoring.
A reference value determines:
After inclinometer pipe is installed, first time measurement is carried out after 15 days, and take the average value of 3 times data as a reference value.
Observation method:
Cable gauge head is taken out from case, cable gauge head and the alignment connection of measuring staff notch, then tightens fastening screw, then again
Cable is connected with reader；
By the holding of gauge head guide wheel in the guide groove of inclinometer pipe, gauge head is put into inclinometer pipe, cable is pulled, so that gauge head is slided to pipe another
One end (tube bottom) is simultaneously parked 10 minutes, so that temperature is stablized in pipe；
Gauge head is pulled to nearest depth mark to survey and reading starting point, every 0.5m surveys a number, surveys and reads using cable marker, makes gauge head liter
Until inclinometer pipe top.Should all cable marker be directed at when reading by surveying every time, to prevent read untrue；
Gauge head is rotated 180 °, is reentered into inclinometer pipe, repeats the above steps to survey in identical mark and read.
1.2.2 face-upward slope intercepting ditch in hole is constructed
Hole is set other than the face-upward slope edge line 5m of hole and pushes up intercepting ditch.Before intercepting ditch construction, site clearing is first carried out, then by construction
Drawing carries out excavation setting-out, and accurately makes the stake of intercepting ditch center line and corresponding inspection recovery stake.Intercepting ditch laying will comply with
The topography of original place looks, finishing is gentle straight, and upstream inlet is connected closely with original ground, meets the requirement for the slope surface water that shuts off, does not go out
Existing spilling water or leakage, downstream water outlet introduce roadbed gutter.Hand excavation and artificial masonry is respectively adopted in gutter foundation pit and ditch body,
It hoisting excavation section by section and masonry from lower, and subsiding crack is set according to on-site actual situations, subsiding crack should carry out water-proofing treatment,
Settlement slot setting distance be 15m~20m, and must side, face upward slope construction before complete, it is ensured that slope stability.To prevent under water flow
It blends and washes away, intercepting ditch should carry out strict anti-blending consolidation process.
1.2.3 hole antiskid pile driving construction
Hand excavation saves retaining wall depth to head, and head section retaining wall thickness 20cm suitable for reading, lower mouth thickness 15cm, top is above ground level
50cm, assembling reinforcement prop up vertical dado template, pour aperture breast wall concrete.
Safety climbing ladder, fixing bolt for safety belt point are set when casting concrete, and it is anti-that safety is arranged in arrangement ventilation, illuminating line
Protect guardrail.
By one class of tissue operation processed, 4 people/group, 2 people undergrounds are excavated, and 2 people are promoted in well head.It is mentioned using SY80 hoist engine
It rises, is arranged in away from massif side, can find massif falling rocks as early as possible in this way, hide in time, hoist engine is practical with important satisfaction
It is required that.It jumps stake to excavate, pore digging and retaining wall support two processes, it is necessary to it works continuously, should not stop over, with avalanche prevention hole,
Breast wall concrete adds early strength agent, shortens the convergence time of 2 processes.
During manually digging hole, it is ensured that there is in personnel's operating surface good ventilation and illumination in hole.Work as pore digging
When depth is more than 5m, goes into operation go in the stake of hole the 5min that divulges information daily, divulge information more than 10m work progress whole process.Electric consumption on lighting uses
36V safe voltage equipment, and set professional electrician personnel and periodically low-voltage circuit is checked.
This blasting engineering belongs to explosion in the stake of hole, is controlled according to blasting flyrock and mitigates explosion to soil disturbance, so
By the way of standing and hole-specifically short-delay blasting.
Forms of protective wall uses internal-gear type retaining wall, as working liner body, for the ability for increasing anti-collapse hole, in retaining wall surrounding
Arrange that stiffener, retaining wall and fore shaft arrangement reinforcement drawing are detailed in construction design drawing, breast wall concrete is stirred using Site machine
It mixes, strength grade C25, and mixes appropriate efficient early strength water-reducing agent in concrete.
Reinforce wall of hole in time, prevented water from penetrating into stake, borehole wall immersion is caused to collapse hole.When in stake excavate in can not keep away
Exempt from when having infiltration, when groundwater run off is little, muddy water transported with well-bucket when digging.When seepage in underground amount is larger, first in stake
Bottom hole digs catch pit, is sunk to and is drawn water with immersible pump, and the side Bian Jiangshui is cut the earth, and the specification of water pump is determined by pump-out, keeps water level
Stablize.When such as encountering the biggish water table aquifer artesian water of water yield during borehole, excavation should be suspended and dredged in time using hole wall draining
It leads or the mode of local well-points dewatering is drained.
Steel reinforcement cage semi-finished product make in steel bar meter field, only carry out cage body docking at the scene.According to design drawing and
Job specfication requires to carry out the production of steel reinforcement cage, and same concrete cushion block is symmetrically placed around steel reinforcement cage, guarantees reinforcing bar
Cage has enough protective layers.The binding and welding procedure of steel reinforcement cage are strictly executed by design requirement and acceptance criteria in construction, skill
Art personnel should first carry out drawing joint examination and confide a technological secret, and carry out record of telling somebody what one's real intentions are.
After reinforcement cage skeleton completes in steel bar meter field, is consigned using transport vehicle to scene, crane is cooperated to carry out steel
The decentralization of muscle cage.When hanging in steel reinforcement cage, should be aligned hole location put down gently, slow play, avoid collision hole wall, prevent from causing the hole that collapses.Cage and cage
Between connection using be welded to connect, connection need to meet code requirement.Joint area should be supplied after every section steel reinforcement cage welding
Stirrup, can continue lower cage.
Pile Foundations Design is C30 concrete, and cement, sand material and the additive that concrete uses must be examined qualified and accorded with
Related specifications are closed, pile concrete takes mixing plant concentrated compactness, and match ratio, which meets, fills stake requirement, and concrete is transported by concrete transport vehicle
To construction site.Filling concrete is perfused using tumbling barrel.In one hole when concrete perfusion, must not have in 20m range pile foundation hole
Construction worker.When anhydrous concrete perfusion in pile foundation, should be shaken in filling process using plug-in type according to code requirement
Tamper vibrates to concrete；When there is water in stake, Ying Caiyong underwater grouting, perfusion should be noted that first filling amount and tube drawing tunnel,
Ensure that pile foundation continuously occurs without broken pile quality accident.
1.2.4 face-upward slope surface grouting in hole is constructed
Surface grouting method for strengthening is that engineering foundation reinforces one of most common method, and this method is using air pressure or hydraulic is equipped with filling
Infiltration and the modes such as compacted, the slurries that can be solidified are uniformly injected into rock-soil layer, are driven away in rock fracture or between mud particles
Moisture and gas, and with its own filling, ground can be cemented to an entirety after to be hardened, can improve supporting course by
Power state and load transfer performance prevent or reduce infiltration or differential settlement so that ground be made to be reinforced.
(1) hole surface grouting: using 42 × 4mm of Φ, and the slip casting steel floral tube of long 6m is in plum according to 1.2 × 1.2m of spacing
Flower pattern arrangement carries out slip casting.The driving of place later period and construction are considered, through on after the assay was approved after slip casting steel floral tube completes slip casting
Layer pours the C20 concrete of thick 15cm.
It is cut into a mountain the punching of YC925C drilling machine in earth's surface with Foochow, bore diameter 50cm passes through embedded 42 × 4mm of Φ steel
Pipe, spacing 120cm × 120cm.Quincuncial arrangement, steel pipe driving depth is tentative, and from earth's surface, 6m is controlled down.With certain pressure
Cement-water-clay system is pressed into soil body hole, in highly weathered rock mass crack, rubble soil pores, the interface of rock-soil layer, ground
Injection has filling, cementing slurry material in crack and thin rock mass, by the filling of slurry, densification, infiltration, splitting etc.
After effect, fill Rock And Soil cave, hole, crack by slurry, enhancing earthing intensity, stability and waterproofness, it is ensured that landslide
Body Shallow Section is spent safely.
1) construction technology process
Determine hole location → drilling machine and grouting equipment it is in place → drilling → mortar depositing construction → end slip casting
2) construction precautions
A. inlet well uses drilling machine pore-forming, and drilling machine must firmly install, and positions safe, fixed.Injected hole should jump hole and apply brill, not answer
Slip casting again after all drilled hole is complete, in case hole location grout leaking, increases difficulty and borehole cleaning workload；
B. pump testing should be carried out before mortar depositing construction and Grouting Pipe and stop grouting plug are installed, and guarantees to meet related specification requirement；
C. various kinds of equipment should install fixed pipelines nearby, unsuitable too long, consume to prevent pressure and flow；
D. aperture and neighbouring ground fractures are blocked in time to prevent grout after drilling machine pore-forming insertion Grouting Pipe；
E. the slurries of grouting should could start slip casting after blender stirs, and should not stop during slip casting
Ground is slowly stirred, and mixing time should be less than the slurries presetting period.Slurries should pass through the screen to filtrate before pumping；
F. when mortar depositing construction, finishing analysis is carried out to data using automatic flow and pressure record table, and in time；
G. flow and pressure are controlled during slip casting as far as possible, slurries is prevented to be lost；
H. grouting sequence is carried out by hole interval mode is jumped, and is carried out using the sequence from route sideline to wire center；
I. electromechanical equipment is secured in position, and can not be huddled and be put, moves, and mesh enclosure is arranged in powered part, and electric wires in electrical cabinet should be hung；
J. slip casting overall process should carry out technical data and basic data record, arrangement, analysis work；
K. each hole grouting amount has biggish difference according to specific geological condition, when continuous grouting single hole is more than that 15 tons of cement lose liter
When pressure, it is considered as improving concentration of slurry, addition flyash two fluid grouting.Interval slip casting when necessary.When grouting amount is excessive, it should submit to
Related four directions can be surveyed, and engineering measure appropriate is taken to be handled；
L. when slip casting reach following standard for the moment, the hole slip casting can be terminated:
A slip casting aperture pressure maintains 2MPa or so, and midge amount is not more than 40L/min, maintains 30min.
When b grout point has gone out 3 ~ 5m outside range of grouting.
C single hole grouting amount reaches 1.5 ~ 2.0 times of average grouting amount, and when grout absorption significantly reduces.It is above-mentioned when being not achieved
When standard, Ying Qingkong slip casting again
(2) face-upward slope surface grouting: after completing to brush slope, when bottom face-upward slope is reinforced, using 42 × 4mm of Φ, long 6m
Slip casting steel floral tube carry out injection slip casting in blossom type arrangement according to 1.2 × 1.2m of spacing；Eminence face-upward slope uses C20, long
The grouting rock bolt of 3.5m carries out injection slip casting in blossom type arrangement according to 1.2 × 1.2m of spacing；Then the whole steel for hanging Φ 6.5
Frame net, steel mesh specification are 20 × 20cm；Finally 10cm thickness C20 concrete is sprayed in face-upward slope.
Open cut tunnel and portal section face-upward slope are excavated from top to bottom to be carried out using hand fit's excavator.Meet individual larger boulders or
A small amount of hard rock, air drill drilling, micro- dose disintegrate, and pneumatic pick repairs chisel profile or shallow bore hole control weak blast, must not disturb side slope, influence
Stability of slope.Loading machine or excavator dress quarrel, dump truck transport directly to required location and unload quarrel.The slope excavating gradient is by design
Figure slope carries out advance support construction when excavating absolute altitude corresponding to dark hole advance support immediately.Stablize journey in conjunction with side slope landform
Degree, slope surface anchor pole, ductule, steel mesh, pneumatically placed concrete are as provisional protection, to ensure construction safety.
Face-upward slope brush slope is layered progress from top to bottom, every 3~5m of layer height, carried out in time when excavating anchor pole, ductule,
Shotcrete with wire mesh supporting.It carries out slope surface pneumatically placed concrete protective layer to be connected with former slope surface, prevents slope surface weathering, cause soil erosion, lead
It causes
(1) grouting rock bolt is constructed
Protective mooring rod presses design requirement, this engineering uses C20 grouting rock bolt, and long 3.5m is arranged by 1.2m spacing blossom type.
1) machine drilling
Bolthole is drilled using air pressure gun, and when drilling should make the substantially vertical strata structure level of drilling rod, should ensure that the suitable of hole in construction
Directly, it is ensured that drilling machine laying bracket firm stable does not allow to shake in poration process.
2) anchor hole borehole cleaning
After drilling reaches projected depth, it cannot stop to bore immediately, it is desirable that surely bore 1~2min, prevent hole point that design aperture is not achieved.It bores
Hole hole wall must not have heavy quarrel and water body viscous, it is necessary to clean out, after the completion of drilling, using pressure-air (wind pressure 0.2~
0.4MPa) rock powder in hole and water body are all removed outside portalling, in order to avoid the adhesion strength of cement mortar and hole wall Rock And Soil is reduced,
After the completion of borehole cleaning, eyelet should be filled up with cement mortar in time.Otherwise aperture should temporarily be blocked, avoids clast sundries access aperture
It is interior.
3) anchor pole is installed
After anchor hole pore-forming, after the assay was approved through supervising engineer, next procedure construction can be carried out.Before installation, it is to be ensured that
Every reinforcing bar is straight, derusts, degreases, and conscientiously checks anchor hole number again before installing anchor bar body, manually slowly puts anchor bar body
Enter in hole, measures the steel pole length that hole exposes outside with steel ruler, (control errors are in ± 50mm range for rock-bolt length in calculating hole
It is interior), it is ensured that anchorage length.Backing plate slip casting is finally installed and seals aperture.
(2) ductule is constructed
Ductule is protected to press design requirement, this engineering uses 42 steel floral tube of Φ, and long 6m is arranged by 1.2m spacing blossom type.
1) machine drilling
Ductule hole is drilled using air pressure gun, and when drilling should make the substantially vertical strata structure level of drilling rod, should ensure that hole in construction
It is straight, strictly conscientiously carry out hole location adjustment, it is ensured that drilling machine laying bracket firm stable does not allow to shake in poration process
It is dynamic.
2) ductule hole borehole cleaning
After drilling reaches projected depth, it cannot stop to bore immediately, it is desirable that surely bore 1~2min, prevent hole point that design aperture is not achieved.It bores
Hole hole wall must not have heavy quarrel and water body viscous, it is necessary to clean out, after the completion of drilling, using pressure-air (wind pressure 0.2~
0.4MPa) rock powder in hole and water body are all removed outside portalling, in order to avoid the adhesion strength of cement mortar and hole wall Rock And Soil is reduced,
After the completion of borehole cleaning, eyelet should be filled up with cement mortar in time.Otherwise aperture should temporarily be blocked, avoids clast sundries access aperture
It is interior.
3) ductule is installed
After the pore-forming of ductule hole, after the assay was approved through supervising engineer, next procedure construction can be carried out.Before installation,
Ensure that every ductule is straight, derust, degrease, conscientiously checks pore number again before ductule is installed, it manually slowly will pipe
Body is put into hole, measures the length of steel pipe that hole exposes outside with steel ruler, (control errors are in ± 50mm for ductule length in calculating hole
In range), it is ensured that anchorage length.Last slip casting simultaneously seals aperture.
(3) steel mesh is constructed
Steel mesh uses 6.5 reinforcing bar of Φ, spacing 20cm, and steel mesh is laid after the installation is completed in anchor pole, ductule.
1) reinforced mesh first should be made in processing site in strict accordance with design spacing when the construction of production mesh sheet, and to reinforcing bar
Mesh sheet carries out processing of rust removing, and mesh sheet is then hung to working face with safety rope and installs steel mesh, steel mesh should be put and be welded in steel floral tube
Or on anchor pole head, steel mesh is made to be not easy to shake in jetting cement.
2) linked network is carried out in first pneumatically placed concrete and after applying anchor pole, ductule, and mesh sheet should be close to scar, and laying is answered smooth.
Using artificial linked network, the mesh sheet lap of splice should be not less than specified value.
3) after weldering is united mesh sheet, by the connector and mesh sheet reinforcing bar and anchor pole, ductule head firm welding between mesh sheet,
Avoiding mesh sheet beyond gunite concrete thickness and when spraying concrete, mesh sheet is shaken.
(4) jetting cement is constructed
Jetting cement uses C20 concrete thickness 10cm, should be according to " Technical code for shotcrete rock bolts shore " before jetting cement construction
Regulation and construction before the standard mix done carry out mix, it is minimum to make every effort to springback capacity under the premise of reaching intensity.
Spraying operation should excavate situation segmentation according to face-upward slope, fragment sequence carries out.Strict implement spraying machine operating instruction:
Continuously it is fed to spraying machine；Spraying machine wind pressure of work is kept to stablize；When completing or interrupting spraying operation for some reason, by spraying machine and defeated
Buildup in expects pipe is removed clean.The concrete newly sprayed is by regulation sprinkling maintenance.When dry spot point primarily occur ins pneumatically placed concrete
When layer surface, is sprayed water using the every 4h of hydraulic giant primary, keep concrete wet, curing time is no less than 7d.
1.2.5 large scale piperoof is constructed
Large scale piperoof is mainly used for weak sandy pear variety or soft rock, talus, broken ground belt, is chiefly used in tunnel and other undergrounds and leads
Auxiliary construction is cheated, support principle is: in estimated excavated section periphery, with a fixed spacing, certain extrapolation angle, with drilling side
Steel pipe is arranged in method in advance, by tube wall surrounding mud jacking hole, is pressed into cement-sodium silicate single slurry, reinforces loose wall rock body, side in advance
It excavates lateral dominance steel arch-shelf and sprays the common supportings such as anchor, the method that effective advance support is played to tunnel excavation.
Large scale piperoof needs that steel pipe is arranged with a fixed spacing, certain extrapolation angle, due to mechanical and operator's technology water
Flat, spacing and outer limb are generally difficult to realize, need subsidiary technology to rectify a deviation in time, and conventional rectification machine is made as using survey
Oblique instrument is monitored.Using inclinometer monitoring needs drilling machine creep into certain depth after extract drilling rod, then set up inclinometer into
Row checks, wastes very much the construction time in this way, and drill hole of drilling machine, inherently to the disturbance of the soil body, the disturbance time is longer, dives
Construction insecurity factor it is more.
And pipe and cable detector technology grasps the spacing and extrapolation angle of drilling and detecting the position of drilling rod at vault,
Drilling construction process is not interfered, greatly reduces the progress of pipe canopy drilling construction, is reduced the time to hole soil disturbance, is subtracted
Dangerous risk is lacked.
2m × 0.7m long set arch is set at the strengthening segment of hole makees steel tube shed guiding wall.Set arch hole lining cutting outer contour with
It applies outside.Set arch concrete bottom die installation is carried out first to reinforce.Bed die uses wooden model, uses special steel form arch stent
Plate, bed die support, reinforcing finish, and carry out four Pin I18 fashioned iron steel arch-shelfs in set arch and set up and be oriented to penstock installation construction.Steel arch
Frame is temporarily in processing and fabricating, according to the material of design, size, specification, using formed steel bending machine to I-steel bending machining, connection
Steel plate uses gas cutting cutting stock, drilling machine pore-creating, electric welding machine welding.Steel arch-shelf erection finishes, and carries out guiding penstock installation.Guiding
Steel pipe is φ 140*4mm steel pipe processing and fabricating, every 2.0 m of section length of steel pipe using specification.Guiding steel pipe is fixed on shaped steel arch
On, using 25 steel bar meter of φ at lantern ring be welded and fixed, guarantee the guiding spacing of steel pipe, directional precision meet design and
Code requirement.Steel arch-shelf and guiding penstock installation finish, and carry out set arch concrete end mould and the installation of outer side mode.Hold mould and outer side mode
It is fixed on bed die template arch using bearing diagonal and lacing wire.Set arch arch shaped steel arch, guiding steel pipe, template install
Afterwards, concrete pouring construction is carried out.Set arch concrete is constructed in two steps: basis and side wall concrete construction, spring line are to arch up
Portion's concrete construction.Basis and abutment wall design for plain concrete, and when concrete construction, template uses the lumps of wood and steel using wooden model
Tube clamps are reinforced.Concrete construction carries out the pre-buried of arch steel arch-shelf installation steel plate base to abutment wall top.Set arch concrete pours
It builds and finishes, after intensity reaches design and code requirement, carry out the pore-creating of pipe canopy and pre-pouring grout is reinforced.
(1) it drills
Drilling is the critical process link of pipe roof construction, and the superiority and inferiority of drilling quality directly arrives the total quality of pipe canopy.Drilling uses
Foochow cut into a mountain YC925C down-the-hole drill drilling, bit diameter 110mm, bore diameter 110mm.According to job position height, set up
Job platform operation.Sequence of construction is successively carried out from both sides to centre from bottom to top.Britain is used in carrying out drilling construction
RD433HCTX-2 pipe and cable detector monitors pipe canopy deviation, and the discovery exceeded bore operation teams and groups that timely feedback of deflection rectify a deviation.
(2) steel pipe is installed
Steel floral tube uses φ 108*6mm steel pipe processing and fabricating, and 6.0 m of merogenesis length has injected hole, aperture and hole pattern on tube body
Arrangement is executed in accordance with design, is connected between every section using threaded joint.
Phenomena such as being easy to happen collapse hole, undergauge because of hole stratum, therefore timely jacking steel pipe is wanted after pore-forming.For convenient for top
Into first steel pipe front end processing is tapered.Pipe boron steel pipe utilizes drill power head jacking, is screwed connection, installation between steel pipe
When manually screwed with free pliers.For the overall structure performance of reinforced pipe canopy, coupling is made to be staggered, number is odd number hole location
One section pipe range 3m, number are the first segment pipe range 6m of even number hole location, and later every section is 6m.
(3) slip casting
After pipe canopy pore-creating terminates and completes steel floral tube installation, tube shed grouting is carried out.Before slip casting, welding grouting stop-valve is carried out to steel floral tube
It does sealing treatment, when slip casting, is mixed cement slurries using cement paste machine, use link extrusion type grouting pump slip casting.Long tubular shanty grout injection
It is designed by the soil body in limited range around consolidated tubes canopy, not less than 0.7 δ, (δ is in adjacent two steel pipes to grout spreading range
Heart distance), slip casting uses segmenting slip casting；Pipe roof construction takes by stages every construction, first drilling construction odd number vacancy Guan Peng, wait infuse
Construct even number vacancy Guan Peng again after the completion of slurry, to check odd number vacancy slip casting effect.
Tube shed grouting should be determined by field test and be closed using cement grout (waterglass of addition cement grout volume 5%)
Grouting parameter is managed, it is as follows tentatively to draft grouting parameter:
The cement slurry ratio of mud: 1:1
Concentration of sodium silicate: 35 Baume degrees
Modulus of water glass: 2.4
Grouting pressure: 0.5~1.0Mpa of first pressing, final pressure 2.0Mpa；
Slurries in managing are removed after slip casting in time, and are closely filled with M30 cement mortar, with the rigidity of reinforced pipe canopy and by force
Degree；
Grouting pressure and grouting amount are two important parameters in mortar depositing construction, the two at least one reach design standard
It can terminate slip casting.
Beneficial effects of the present invention:
1. being reinforced before the construction of tunnel portal large scale piperoof for slip mass, effectively prevent constructing because of hole large scale piperoof
And the subsequent hole excavation disturbance soil body causes the generation of slip mass generation slump.
2. in monitoring of soil displacement, hole friction pile, hole face-upward slope surface grouting are reinforced and large scale piperoof is constructed,
It is preferred that form of construction work, as monitoring of soil displacement uses " two machines " using soil mass displacement at the deep layer monitoring technology, friction pile pile foundation
Digging mode, hole face-upward slope surface grouting hole location using hidden hole drilling drilling technique and large scale piperoof construction in use pipeline
Survey meter rectify a deviation etc. accelerating construction progress.
It collapses 3. a construction method can effectively prevent to come down in tunnel construction, construction personnel's person is effectively ensured
Safety, saves cost, and construction efficiency greatly improves.
Claims (1)
1. come down fracture belt tunnel construction method, concrete construction method and steps are as follows:
The first step before fracture belt tunnel portal excavates on landslide, carries out slip mass soil mass displacement at the deep layer monitoring arrangement, real-time monitoring
In Situ Displacement of Slope；
Second step starts to carry out the construction of hole face-upward slope intercepting ditch, and massif insulated stream rushes landslide in the case of reducing heavy rain
Brush and erosion face-upward slope；
Third step carries out hole antiskid pile driving construction, and hole friction pile will play the role of preliminarily stabilised slip mass, and can reduce
Large area grouting and reinforcing slopes bring environmental disruption；
4th step carries out hole face-upward slope surface grouting and reinforces；
5th step carries out the construction of hole large scale piperoof, is consolidated loose soil bed around excavation face by a series of technical measures
It is integral, form one of holding force circle；
6th step, after tunnel excavation, surrouding rock stress redistribution, the soil pressure that arch is received passes to branch through bonding course and Guan Peng
Arch is supportted, due to being connected with each other between arch, forms integer support, it is ensured that below the safety and hole of hole and barrel construction
The safety of high-fill roadbed section construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910094713.1A CN109706945A (en) | 2019-01-31 | 2019-01-31 | Come down fracture belt tunnel construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910094713.1A CN109706945A (en) | 2019-01-31 | 2019-01-31 | Come down fracture belt tunnel construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109706945A true CN109706945A (en) | 2019-05-03 |
Family
ID=66263310
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910094713.1A Pending CN109706945A (en) | 2019-01-31 | 2019-01-31 | Come down fracture belt tunnel construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109706945A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820772A (en) * | 2019-11-21 | 2020-02-21 | 中国长江三峡集团有限公司 | Bulk accumulation body side slope slide-resistant pile and structured cementing combined reinforcing method and construction process |
| CN112832781A (en) * | 2021-02-25 | 2021-05-25 | 中铁二十五局集团第五工程有限公司 | Tunnel construction process |
| CN114186312A (en) * | 2021-12-03 | 2022-03-15 | 石家庄铁道大学 | Tunnel-related landslide type identification method based on tunnel deformation characteristics |
| CN115262596A (en) * | 2022-09-29 | 2022-11-01 | 湖南省交通规划勘察设计院有限公司 | Treatment method suitable for tunnel portal landslide section connected with bridge and tunnel |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010126938A (en) * | 2008-11-26 | 2010-06-10 | Shimizu Corp | Slope stabilizing construction method |
| CN102182465A (en) * | 2011-04-01 | 2011-09-14 | 长安大学 | Tunnel-entering construction method for tunnel |
| CN105133625A (en) * | 2015-09-16 | 2015-12-09 | 中南大学 | Reinforced structure of tunnel transversely penetrating through sliding slope and construction method |
| CN107762535A (en) * | 2017-10-30 | 2018-03-06 | 重庆城建控股(集团)有限责任公司 | Cut-and-cover tunnel secretly does construction technology under complicated geological environment |
-
2019
- 2019-01-31 CN CN201910094713.1A patent/CN109706945A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010126938A (en) * | 2008-11-26 | 2010-06-10 | Shimizu Corp | Slope stabilizing construction method |
| CN102182465A (en) * | 2011-04-01 | 2011-09-14 | 长安大学 | Tunnel-entering construction method for tunnel |
| CN105133625A (en) * | 2015-09-16 | 2015-12-09 | 中南大学 | Reinforced structure of tunnel transversely penetrating through sliding slope and construction method |
| CN107762535A (en) * | 2017-10-30 | 2018-03-06 | 重庆城建控股(集团)有限责任公司 | Cut-and-cover tunnel secretly does construction technology under complicated geological environment |
Non-Patent Citations (1)
| Title |
|---|
| 徐敦敏: "强震区浅埋偏压双线大跨度铁路隧道进洞施工技术", 《现代物业》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820772A (en) * | 2019-11-21 | 2020-02-21 | 中国长江三峡集团有限公司 | Bulk accumulation body side slope slide-resistant pile and structured cementing combined reinforcing method and construction process |
| CN112832781A (en) * | 2021-02-25 | 2021-05-25 | 中铁二十五局集团第五工程有限公司 | Tunnel construction process |
| CN114186312A (en) * | 2021-12-03 | 2022-03-15 | 石家庄铁道大学 | Tunnel-related landslide type identification method based on tunnel deformation characteristics |
| CN114186312B (en) * | 2021-12-03 | 2022-07-19 | 石家庄铁道大学 | Tunnel-related landslide type identification method based on tunnel deformation characteristics |
| CN115262596A (en) * | 2022-09-29 | 2022-11-01 | 湖南省交通规划勘察设计院有限公司 | Treatment method suitable for tunnel portal landslide section connected with bridge and tunnel |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104612162B (en) | A kind of Deep Foundation Pit of Metro Stations excavation construction method | |
| CN106641440B (en) | A kind of transverse crossing railway line underground piping jacking construction method | |
| CN104631470B (en) | The large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method | |
| CN101440708B (en) | PBA shallow buried underground excavating close range large section three-hole separated island type structure construction method | |
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN109706945A (en) | Come down fracture belt tunnel construction method | |
| CN106907159A (en) | A kind of Shallow Covered Metro Station separates open type structure and its construction method | |
| CN207777770U (en) | A kind of precast spliced pipe fitting jacking system | |
| CN112502777B (en) | Method for treating tunnel inrush roof collapse and door closing | |
| CN102606162A (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN113833480A (en) | Shield initial tunneling and arrival construction method | |
| CN106522235A (en) | Narrow site deep foundation pit excavation supporting construction method | |
| CN109372517A (en) | One kind is suitable for wearing water supplying pipe construction method under upper soft lower hard compound stratum tunnel | |
| CN107795749A (en) | A kind of precast spliced pipe fitting jacking system and its construction method | |
| CN110374633A (en) | The Portal Section Construction method of Tunnel Passing loose media | |
| CN102748040A (en) | Main structure for metro long-span station and pillar arching construction method thereof | |
| CN108842819A (en) | A kind of urban track traffic cable run method for tunnel construction | |
| CN105155550A (en) | Construction method for digging deep foundation pit in large-thickness highly weathered sandstone stratum in combined supporting mode | |
| CN110043269A (en) | A kind of excavation construction process of freeway tunnel barrel | |
| CN106812542A (en) | A kind of use prefabricated components and preceding slotting shield build the construction method of subway station | |
| CN103711492A (en) | Pipe-jacking type cable sleeve passage construction method | |
| CN111455977A (en) | Underground continuous wall construction method | |
| CN107269288A (en) | The non-explosion water mill of hard stone section push pipe bores two-way drilling construction method | |
| CN110439590A (en) | Method for tunnel construction | |
| CN110424460A (en) | A kind of tunnel open excavation construction technology |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB02 | Change of applicant information | ||
| CB02 | Change of applicant information |
Address after: No.267, 15th Street, Jingkai, Zhengzhou, Henan Province, 450000 Applicant after: CHINA CONSTRUCTION SEVENTH ENGINEERING DIVISION Corp.,Ltd. Address before: 450000 No. 116 Chengdong Road, Jinshui District, Henan, Zhengzhou Applicant before: CHINA CONSTRUCTION SEVENTH ENGINEERING DIVISION Corp.,Ltd. |
|
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190503 |