CN107762535A - Cut-and-cover tunnel secretly does construction technology under complicated geological environment - Google Patents
Cut-and-cover tunnel secretly does construction technology under complicated geological environment Download PDFInfo
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- CN107762535A CN107762535A CN201711037344.XA CN201711037344A CN107762535A CN 107762535 A CN107762535 A CN 107762535A CN 201711037344 A CN201711037344 A CN 201711037344A CN 107762535 A CN107762535 A CN 107762535A
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- 238000005516 engineering process Methods 0.000 title claims abstract description 21
- 238000009412 basement excavation Methods 0.000 claims abstract description 49
- 238000000034 method Methods 0.000 claims abstract description 37
- 239000004567 concrete Substances 0.000 claims abstract description 32
- 239000010410 layer Substances 0.000 claims abstract description 29
- 239000004575 stone Substances 0.000 claims abstract description 23
- 238000005520 cutting process Methods 0.000 claims abstract description 19
- 239000002689 soil Substances 0.000 claims abstract description 19
- 238000000926 separation method Methods 0.000 claims abstract description 9
- 239000011083 cement mortar Substances 0.000 claims abstract description 4
- 239000004744 fabric Substances 0.000 claims abstract description 4
- 239000011229 interlayer Substances 0.000 claims abstract description 4
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- 229910000831 Steel Inorganic materials 0.000 claims description 38
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- 239000011378 shotcrete Substances 0.000 claims description 10
- 238000005422 blasting Methods 0.000 claims description 9
- 238000009434 installation Methods 0.000 claims description 9
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- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
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- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 claims description 3
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses cut-and-cover tunnel under a kind of complicated geological environment secretly to do construction technology, carries out according to the following steps, one, surveying setting-out and construction lofting, two, hole top cut a drainage construction, three, face-upward slope excavate and its supporting；4th, native socket form moulding construction；Face-upward slope dig to close to open cut tunnel top mark it is high when, stop it is a wide range of excavate, survey crew makes at scene open cut tunnel lining cutting axis and elevation, excavates the both sides cubic metre of earth and stone using provided core soil method along open cut tunnel axis longitudinal direction；5th, cast-in-place concrete；Separation layer is set in the outer surface of the native loose tool of forming, and separation layer includes 8cm thickness graded broken stone base, 2cm thick 1 successively from inside to outside:3 cement mortar screeding layers and colour bar cloth interlayer；6th, open cut tunnel shield arch construction；7th, open cut tunnel excavation and supporting；8th, open cut tunnel lining cutting.The construction method can effectively prevent from coming down during tunnel excavation, cave in, protection path surrounding environment, and construction is convenient, safe and reliable.
Description
Technical field
The invention belongs to the excavation construction technology of tunnel piercing technical field, more particularly to a kind of tunnel.
Background technology
In modern tunnel construction, tunnel portal mostly buried depth is shallower, hole top coating is thin, complex geologic conditions, for ease of
Enter hole early, ensure safety, it will usually which the open cut tunnel of certain length is set at tunnel's entrance and exit both ends.As tunnel penumbra
Transition, open cut tunnel is the important component in tunnel, has ground underground structure dual characteristicses, its act as be connected light and shade tunnel
Road, resistance landslide body, slip mass external force, support stability of slope etc..By the construction principle of tunnel " early enter late go out ", open cut tunnel construction is
The key of tunnel export ＆ import, main tunnel duration and construction safety are directly influenced, therefore, while construction outside hole, it is necessary to ensure that
Hole open cut tunnel is formed early, is created conditions for subsequent tunnel main body construction.Traditional cut-and-cover tunnel construction mostly uses cut and cover method,
The open cut tunnel section cubic metre of earth and stone is excavated first, is protected by design ratio of slope brush face-upward slope and shotcrete, excavates form open cut tunnel foundation trench, crater wall still further below
Formwork erection pours open-cut tunnel structure after supporting, finally backfills the cubic metre of earth and stone to stablize side, face upward slope.However, cut-and-cover tunnel present position is often
Situations such as in the presence of bias, complex geologic conditions, open-cut can form high cutting-slope, and foundation trench, which excavates, causes toe to weaken, and causes cunning
Slope, cave in and the disaster such as natural slope failure, cause construction to be interrupted, in this case, design a kind of quickening progress, environmental protection, guarantor
The several obvious construction technologies of aspect effect of barrier safety seem extremely urgent.
The content of the invention
It is an object of the invention to solve above-mentioned technical problem, there is provided cut-and-cover tunnel is secretly applied under a kind of complicated geological environment
Work technique, the construction method can effectively prevent from coming down during tunnel excavation, cave in, and protection path surrounding environment, construction is convenient, safety
Reliably.
Technical scheme is as follows：
Cut-and-cover tunnel secretly does construction technology under a kind of complicated geological environment, carries out according to the following steps,
First, surveying setting-out and construction lofting；According to " control after first repetition measurement, after first entirety it is local, first control after thin portion "
Step, plane and vertical control network are established outside the Tunnel that will be excavated, joined according to design coordinate and straight, curved key element
Survey, it is ensured that tunnel holing through required precision, then carry out detailed survey, on the spot setting-out, measuring goes out light and shade hole boundary mileage, face-upward slope
Excavating sideline, tunnel axis and hole elevation etc., and make obvious mark；
2nd, drainage construction is cut on hole top；Intercepting ditch is not less than 5m away from the face-upward slope bench crest edge spacing that measuring goes out；Intercepting ditch
The principle built by " avoid repeat, face combination forever ", according to the specific landform in scene, lay, settle at one go by design requirement, base
Plinth must be solid firm, and Weak points the mode such as fill out, tamped and handle using changing；
3rd, face-upward slope excavation and its supporting；The face-upward slope excavating sideline gone out according to measuring carries out face-upward slope excavation, during excavation
Answer layer and section, excavate from top to bottom, forbid backward to excavate；For ease of slope support, excavation in layers highly control 3.0m with
It is interior, with dig with, in time closing；Slope retaining uses bolt-spary supports, domatic through manually cleaning shaping with water；Just thickness of shotcrete is
3~5cm；Anchor pole uses grouting rock bolt or self-feeding anchor pile, blossom type arrangement, lays reinforced mesh and is coupled with anchor pole firmly,
Then proceed to spray concrete to design thickness, use wet spraying process during gunite concrete, from the bottom up, segmentation and slicing carries out；
4th, native socket form moulding construction；Face-upward slope dig to close to open cut tunnel top mark it is high when, stop it is a wide range of excavate, survey crew
Open cut tunnel lining cutting axis and elevation are made in scene, excavate the both sides cubic metre of earth and stone using provided core soil method along open cut tunnel axis longitudinal direction；Excavate
During check in time, gradually form native loose tool blank, native loose tool surface and open cut tunnel spring line above 30cm scopes are using artificial
Excavate；Open cut tunnel axis is checked, with reference to open cut tunnel top mark height, center line and both sides spring line absolute altitude, releases open cut tunnel lining cutting foreign steamer on the spot
Profile, manual amendment soil loose tool, the unnecessary cubic metre of earth and stone is excavated, repaired at out-of-flatness with original soil；
5th, cast-in-place concrete；Forming native loose tool outer surface set separation layer, the separation layer from inside to outside according to
It is secondary including 8cm thickness graded broken stone base, 2cm it is thick 1:3 cement mortar screeding layers and colour bar cloth interlayer, the separation layer gross thickness
It is consistent with barrel section deformation allowance；
6th, open cut tunnel shield arch construction；Steel arch-shelf is that the domes being adapted with open cut tunnel, steel arch-shelf are bent on forming mill
From open cut tunnel termination toward barrel direction by Pin installations, single Pin presses the order installation for first pushing up low back, and head encircles with native loose tool axis location, divided
Middle placement；Junction steel plate bolt connection is utilized between single Pin bow members, adjacent two Pin bow members are welded using longitudinal reinforcement, should be inserted at arch springing
Enter anchor pole lock pin and fix bow member；After all bow members are installed in place, each Guan Peng positions are released on steel arch-shelf, installs and adjusts every
Pipe canopy guide pipe direction, is fixed temporarily with iron wire, and contending root according to setting extrapolation checks its angle and deviation distance, is adopted after qualified
It is welded and fixed with U-shaped steel muscle；Open cut tunnel shield arch structure can be carried out after subject-oriented pipe installation to pour and backfill；
7th, open cut tunnel excavation and supporting；The native loose tool for setting open cut tunnel shield arch is excavated, the arch that concrete is wrapped up
Tunnel blank is gone divided by formed in the earthwork；In digging process, digging footage should be strictly controlled, is controlled per cyclic advance in 1.0m, with
1~2 Pin bow member distance controllings are installed every time, clear up side wall, the fixed simultaneously spreading side wall of installation after the completion of each circulation excavation in time
Bow member, from the bottom to top gunite concrete cover tunnel sidewalls, when digging excavation is to 15~20m, pour inverted arch, inverted arch successively
Filling and short abutment wall, side wall and arch concrete, it is allowed to closing cyclization, forms entirety；
8th, open cut tunnel lining cutting；Open cut tunnel lining construction method is with barrel section secondary lining, using tunneling boring self-propelled hydraulic template
Chassis one-piece casting, mould is pumped into, manually with reference to mechanical vibration compacting.
Further, when drainage construction is cut on hole top, intercepting ditch bottom of trench, ditch wall are built using concrete cast-in-situ or block piece barnacle,
Bottom of trench smoothes out, and longitudinal slope is not less than 0.3%, and flat, vertical corner sets curve transition, it is ensured that flowing water is smooth, and ditch top meets water surface side 2m models
Enclose suitable cure process.
Further, it should avoid rainy season when face-upward slope excavates, before excavation, strictly be determined by design requirement, on the spot setting-out
Scope is excavated, accurately releases bench crest, slope ratio, leg wire of slope etc.；
Further, face-upward slope uses non-quick-fried method mechanical equivalent of light excavation, and hand fit clears up domatic.
Further, face-upward slope is excavated using blasting procedure, using controlled blasting means, is opened in a manner of shallow-layer standing
Dig, the float stone, danger stone after excavation are removed in time, domatic uneven place's trimming smooth-going.
Further, the steel arch-shelf is processed using I-steel, and steel arch-shelf both ends are welded to connect steel plate, and steel arch-shelf is transporting
It should ensure that examination splicing is qualified before to building site.
Further, when open cut tunnel protects casting concrete in arch construction, according to site environment and condition, shield arch concrete is adopted
With injection or the cast-in-place mode of formwork erection, early strength agent is added during concrete mixing.
Further, continuous placing shaping, should then be mixed by horizontal symmetrical, longitudinal direction from low to high using formwork erection is cast-in-place
Watering maintenance in time after solidifying soil pours.
Further, backfill material answers optional stage to match somebody with somebody coarse-grained soil, and both sides are carried out simultaneously during backfill, are symmetrically filled, compaction in layers,
Connect after backfill with original place shape suitable.
Further, measurement will be monitored in the overall process of construction, should be by hole during daily monitoring measurement
Inside and outside observation, subsidence, interior space-variant shape and lining cutting internal stress, surface strain and monitoring fractures conduct must survey project progress
Monitoring, and optionally first branch internal force, internal displacement for surrounding rock, building deformation are monitored.
Beneficial effects of the present invention：The present invention is to be pre-formed open cut tunnel shield arch (Load -carring arch), will while deadweight is born
Load is transmitted to both sides stratum, and cubic metre of earth and stone synergy is backfilled with arch, is played back-pressure toe, support side slope, stable massif and is made
With guarantee construction and operating environment safety.Compare with traditional cut and cover method, the maximum feature of the dark way of open cut tunnel is just that of avoiding soil
Cubic meter of stone heavy excavation, the disturbance constructed to massif is minimized, can effectively prevent that excavating cutting side slope causes landslide, side slope
Collapse, the generation of the dangerous situation such as falling rocks, to keeping stability of slope to play an important role.In addition, construction method provided by the present invention
Have further the advantage that：
1st, this construction method floor space is few, can effectively save soil, reduce expropriation of land and workload of reclaiming, avoid expropriation of land,
The expense expenditure such as removal, compensation, reduces investment outlay；Shorten and march into the arena and the preparation of construction time simultaneously, be advantageous to open-cut tunnel structure as early as possible
Formed, created conditions for subsequent tunnel main body construction.
2nd, this construction method reduces massif and excavated, and the destruction to original vegetation around place is avoided, to protecting ecology ring
Border, natural resources is saved, prevented erosion etc. significant；Hole peripheral rock deformation and ground settlement can be effectively controlled,
Be advantageous to protection and close on facility and construction of structures.
3rd, this construction method is simple to operate, construction is flexible, can greatly reduce the cubic metre of earth and stone and dig fortune quantities and side, faces upward slope supporting
(anchor, net, spray etc.) workload, be advantageous to save construction costs, accelerating construction progress, prevent the waste of unnecessary resource.
Brief description of the drawings
Fig. 1 is construction process figure.
Fig. 2 is the construction sectional drawing of the present invention first.
Fig. 3 is the construction sectional drawing of the present invention second.
Fig. 4 is the side view of structure shown in Fig. 3.
Fig. 5 is open cut tunnel excavation supporting construction schematic diagram.
Embodiment
Embodiments of the present invention are illustrated by particular specific embodiment below, those skilled in the art can be by this explanation
Content disclosed by book understands other advantages and effect of the present invention easily.
The invention will be further described with reference to the accompanying drawings and examples：
As shown in Fig. 1-4, cut-and-cover tunnel secretly does construction technology under a kind of complicated geological environment, carries out according to the following steps：
1st, construction survey
According to " control after first repetition measurement, after first entirety it is local, first control after thin portion " the step of, born by professional survey engineer
Duty measurement work, to owner provide control stake point check, established after errorless outside the Tunnel that will be excavated plane and
Vertical control network, translocation is carried out according to design coordinate and straight, curved key element, it is ensured that tunnel holing through required precision, then carry out thin portion
Measurement, setting-out on the spot, measuring goes out light and shade hole boundary mileage, face-upward slope excavating sideline, tunnel axis and hole elevation etc., and makees bright
Aobvious mark.
2nd, pumping equipment is cut
As shown in Fig. 2 locks, before the excavation of tunnel face-upward slope 3, first remove the vegetation on the primitively upper thread 2 on original slope, float
Soil, danger stone, carry out top of the slope and cut pumping equipment, prevent surface water from washing away and cause slope instability, intercepting ditch 1 (gutter) is away from face-upward slope
3 bench crest edge spacing A are not less than 5m.Building for intercepting ditch 1 should be by the principle of " avoid repeating, face combination forever ", according to scene
Specific landform, is laid by design requirement as far as possible, is settled at one go, and basis must be solid firm, and Weak points can use to change and fill out, ram
The mode such as real is handled.The bottom of trench of intercepting ditch 1, ditch wall should use concrete cast-in-situ or block piece barnacle to build, and bottom of trench smooth-going, longitudinal slope is not less than
0.3%, flat, vertical corner sets curve transition, it is ensured that flowing water is smooth, and ditch top meets water the suitable cure process of surface side 2m scopes.
3rd, face-upward slope excavation and supporting
Face-upward slope 3, which excavates to try one's best, avoids rainy season, and before excavation, strictly by design requirement, setting-out on the spot is determined to excavate model
Enclose, accurately release bench crest, slope ratio, leg wire of slope etc..To reduce the disturbance to original place layer and the destruction of vegetation, face-upward slope 3 is preferably adopted
With non-quick-fried method mechanical equivalent of light excavation, hand fit's cleaning is domatic, such as uses blasting procedure, then should use controlled blasting means, with shallow-layer pine
Dynamic blasting method excavates, and the float stone, danger stone after excavation should be removed in time, and domatic uneven place should rebuild smooth-going.Excavation should divide
Layer segmentation, from top to bottom, forbid backward to excavate, for ease of slope support, excavation in layers highly is controlled within 3.0m, with digging with
Branch, in time closing.Slope retaining uses bolt-spary supports, and domatic through manually cleaning shaping with water, ratio of slope, smooth degree meet on inspection to be set
Meter, can just spray the temporary enclosed of 3~5cm gunite concretes 301.Anchor pole 4 can use mortar (powder stick) anchor pole or self-feeding anchor pile, plum
Flower pattern is arranged, is laid reinforced mesh and is coupled with anchor pole firmly, and multiple pneumatically placed concrete to design thickness, injection uses wet spraying process,
From the bottom up, segmentation and slicing is carried out.
4th, native loose tool construction
As shown in Fig. 2 from primitively being excavated at upper thread 2, when face-upward slope is dug to high close to open cut tunnel top mark 11, big model should be stopped
Excavation is enclosed, survey crew makes at scene open cut tunnel lining cutting axis and elevation, and longitudinally provided core soil method is used along the axis of open cut tunnel 12
Excavate the both sides cubic metre of earth and stone.Checked in time in digging process, gradually form the blank of native loose tool 9, to avoid disturbing native soil, native tire
The spring line above 30cm scopes of the surface of mould 9 and open cut tunnel 12 use hand excavation.Open cut tunnel axis is checked, it is high with reference to open cut tunnel top mark
11st, center line and both sides spring line absolute altitude 5 etc., open cut tunnel lining cutting outer contour, manual amendment soil loose tool, by unnecessary soil are released on the spot
The cubic meter of stone is excavated, and is repaired at out-of-flatness with original soil.Native loose tool 9 after shaping answers that surface is smoother, die body is firm, both ensured open cut tunnel 12 into
Type quality is easy to excavating for follow-up native carcass again, can set separation layer 10 in its outer surface, by setting 8cm thickness levels successively from inside to outside
With crushed rock base course 9,2cm thickness 1:3 cement mortar screeding layers 8 and colour bar cloth 7 (or agricultural film) interlayer, gross thickness and the reserved change of barrel section
Shape amount is consistent.
5th, open cut tunnel shield arch construction
As shown in Fig. 3-4, the steel arch-shelf 13 of open cut tunnel shield arch 19 is processed using I-steel, bends shaping on forming mill, and two
End is welded to connect steel plate 14, for splicing steel arch-shelf, to form the complete arch being adapted with hole arc, is transported to after trying split lattice
Scene, it should prevent steel arch-shelf 13 from deforming during transport.Steel arch-shelf 13 is installed from open cut tunnel termination toward barrel direction by Pin, and single Pin is by first pushing up
The order of low back is installed, and first arch is with native loose tool axis location, point middle placement, spreading both sides waist bow member after fixing.Monolithic steel arch
Connected between frame 13 using the bolt 15 of junction steel plate 14, adjacent two Pin bow members are welded using longitudinal reinforcement 16, between dowel ring
It should meet design requirement away from D, anchor pole lock pin 17 should be inserted at arch springing and fixes steel arch-shelf 13, anchor pole lock pin 17 can be using 3* Φ's 25
Steel pipe.After all bow members (steel arch-shelf 13) are installed in place, on steel arch-shelf 13 setting-out go out the position of each pipe canopy 18, pipe canopy 18 is adopted
It is made of the seamless steel pipes of φ 108, installs and adjust every pipe canopy guide pipe (i.e. pipe canopy 18) direction, is wound temporarily with iron wire solid
It is fixed, root is contended according to setting extrapolation and checks its angle and deviation distance, is welded and fixed after qualified using U-shaped steel muscle.Guide pipe is pacified
Install into, the structure that can carry out open cut tunnel shield arch 19 pours, and according to site environment and condition, shield arch concrete can use injection or vertical
Module and cast-in-situ mode, concrete is covered on the steel construction piece that steel arch-shelf 13 and pipe canopy 18 are formed, concrete mixing is appropriate to the occasion to be added
Enter early strength agent, should be by horizontal symmetrical, longitudinal direction from low to high if cast-in-place using formwork erection, continuous placing shaping (referring to Fig. 3).
Concreting finishes, and watering maintenance, backfills, backfill the backfill material 20 of the earthwork in time so that it reaches design strength as early as possible in time
Answer optional stage to match somebody with somebody preferable coarse-grained soil, both sides should be carried out simultaneously during backfill, symmetrically be filled, compaction in layers, after backfill with original place shape
Connect suitable.Backfilled on hole top before being excavated in hole, using provided pipe canopy guide pipe, the timely drilling for implementing pipe canopy 18, push pipe, mud jacking
Deng being created conditions in advance for penumbra constructing tunnel.
6th, open cut tunnel excavation and supporting
As shown in figure 5, under the protection of open cut tunnel shield arch 19, the native loose tool 9 for setting open cut tunnel shield arch 19 is excavated, will
Tunnel blank is gone divided by formed in the arch earthwork of concrete parcel, and the first arrow 22 is that the second arrow 23 is court towards entrance orientationses
Continue excavation direction in tunnel.Open cut tunnel, which excavates, follows " short drilling depth, multi-cycle, strong supporting, fast lining cutting, diligent measurement " principle.To reduce
Disturbance to country rock, the cubic metre of earth and stone preferably uses non-quick-fried method to excavate in hole, and digging mode can flexibly select according to tunnel cross-section and span,
Conventional has benching tunnelling method, stays core local method, single side heading method, two side-wall pilot tunnel etc..Due to open cut tunnel present position mostly rock
Body weak broken, structure combination is poor, and country rock is shorter from the steady time, for reduction rock excavation span, prevents wall rock loosening, collapses,
Open cut should not use full face tunneling when secretly doing, i.e., not disposably by the synchronous disposable excavation in an end face., should in digging process
Strict control digging footage, is controlled per cyclic advance in 1.0m or so, to install 1~2 Pin bow member distance controllings every time, is opened per ring
Simultaneously spreading side wall bow member is fixed in cleaning side wall, installation in time after the completion of digging, and gunite concrete (wet spraying process) is closed from the bottom to top
Side wall.As digging excavation to certain distance (15~20m), open cut tunnel lining construction related content should be inserted in time, pours face upward successively
Encircle the filling of 21, inverted arch and short abutment wall, side wall and arch concrete, be allowed to closing cyclization, form entirety.Open cut tunnel lining construction method
With barrel section secondary lining, using tunneling boring self-propelled hydraulic formwork jumbo one-piece casting, mould is pumped into, is manually shaken with reference to machinery
Puddling is real, construct process and the methods such as involved waterproof, seam, reinforcing bar, concrete, is performed by related specifications and engineering method.
7th, monitoring measurement
As the monitoring measurement of one of construction important content, through constructing tunnel overall process, laid according to live measuring point,
Periodic monitoring, country rock, supporting and the state of lining cutting are grasped, stability of the hill is judged, surrounding rock stability and supporting are pacified
Full property is evaluated.For the tunnel secretly done using open cut tunnel, in daily monitoring process, (outer) observation, earth's surface in hole should be sunk
The conduct such as sunken (mountain deformation), interior space-variant shape and lining cutting internal stress, surface strain and monitoring fractures must survey project and be monitored,
And optionally first branch internal force, internal displacement for surrounding rock, buildings or structures deformation etc. are monitored.
In monitoring cycle, in hole (outer) observation mainly to hole earth's surface situation, depression and cracking, face-upward slope it is stable,
Table water penetration and work surface state, lithology and surrouding rock deformation, shield arch, first branch and lining cutting implementation result etc. are observed.Interior sky
Deformation monitoring is the convergence situation for monitoring tunnel cross-section, including vault (arch containing shield) sinks, headroom horizontal convergence and bottom plate are grand
Rise.Subsidence measurement is that the original ground (backfill) in the range of pair estimated plane of fracture sinks and disturbed mountain deformation situation is entered
Row monitoring.By subsidence and vault sinking data comparison, judge to excavate the influence to earth's surface and massif, its frequency and interior sky
Deformation measurement is consistent, and when wall rock condition is poor, deformation is excessive, should also carry out just branch Internal Force Monitoring, including bracing members internal force
And external force, anchor axial force and contact etc..When tunnel perimeter builds, structures facility and during pipeline, it should also increase periphery and build
Thing sedimentation, inclination and underground utilities deformation measurement are built, should also carry out ess-strain monitoring to important buildings or structures if necessary.Root
Analyzed and judged according to monitoring result, determine Transfiguration Management grade, dynamic design and construction, according to corresponding management of deformation values etc.
Level is controlled.
8th, the points for attention in constructing
Open cut tunnel should not be arranged in rainy season construction, it is necessary in rainy season construction, should carry out drain dyke, pre-add is carried out to stratum
Gu stage excavation, with dig with, strengthen protection, periodically inspection, increase monitoring measurement frequency, grasp massif and side slope at any time
Stable case.
Before construction, accurate measuring goes out openings position, tunnel center line, sideline and determines side, faces upward slope scope, carries out intercept water in advance
The facilities such as ditch, top of the slope protection, suitable excavation method, construction are determined according to site contour, geological conditions, Rock mass stability degree etc.
Order and slope gradient etc..
It should be tried one's best in digging process and avoid heavy excavation, brush slope greatly, when being excavated using controlled blasting, blasting vibration pair should be prevented
The influence of face-upward slope stability, and take the measures such as isolation, damping to prevent natural slope failure, slump, in order to avoid construction speed and safety
It is impacted.
Open cut tunnel shield arch shaped steel arch used strictly should be bent by design size, it is ensured that installation positioning is accurate during in-site installation
Really, must be connected firmly between adjacent bow member, the ring spacing of built-in pipe canopy sleeve pipe, angle etc. should meet design and code requirement.
Shield arch concreting should be carried out continuously, and one-shot forming, be conserved in time after the completion of pouring, and hold vault backfill
Opportunity backfills in time, and backfilling material should meet related request, symmetrical, back-filling in layers compacting, while should carry out water proof measure,
Earth's surface preferably plants green grass planting protection, avoids current from causing to wash away to open cut tunnel hole top, the safety wind during reducing constructing tunnel and runing
Danger.
In open cut tunnel during earthwork evacuation, suitable construction method should be selected, strictly control digging footage, with dig with, it is anti-
Shield should avoid side wall from producing out break in place, during excavation, and side wall bow member bottom must pad, and top should be with pre-buried bow member in shield arch
It is connected firmly, reaches stress transmission, the effect of coaction, side wall gunite concrete is answered smooth closely knit.
Open cut tunnel should strictly control subsidence when excavating, strengthen monitoring, such as find that shield arch, abutment wall displacement rate value exceed
When designing permissible value or deforming, the measure timely processing such as reinforcing, support, back-pressure should be taken.Monitoring measurement should combine construction
Influence to earth's surface, supporting, structure etc., dynamic monitoring, the degree of stability of country rock, support system etc. is grasped, analysis in time, is ensured
Safety.
After the segment distance of open cut tunnel tunneling one, open-cut tunnel structure should be applied as early as possible, after laying waterproof layer (or waterproof roll), entered successively
Row inverted arch, inverted arch filling, arch wall lining cutting etc. pour, and closing cyclization, waterproof layer will select passing material, should pay much attention to tunnel in time
The waterproof roll welding of road penumbra and movement joint are set, it is ensured that structure safety after tunnel operation.
Technological principle and its feature：
(1) reduce the even big slope of excavation, heavy excavation to excavate, artificially reduced to original state massif by Optimization of construction method
Disturbance, it is ensured that Rock mass stability and construction safety.
(2) native socket form moulding principle, the support internal mould using native the form of the foetus into shield arch, native tire also serve as construction platform.
(3) the shield donor combined by steel arch-shelf, pipe canopy and jetting cement (or Cast-in-place concrete), active defense effect is played,
For offer protections such as follow-up earthwork evacuation, abutment wall supporting and open cut tunnel lining cutting, it is ensured that safety.
(4) dome portions are protected and toe back-pressure can be achieved in both sides backfill, backfill and donor synergy, side slope are had
Effect support, it is ensured that stable.
(5) " early entering hole, evening appears ", " short excavation, few disturbance, strong supporting, real backfill, diligent measurement " construction principle are followed,
Strengthen monitoring measurement, informational construction, feedback, dynamic management, construction technology and method are adjusted flexibly according to actual conditions in time.
(6) preset (preformed hole) technology of pipe canopy and cap excavation method associated construction principle are introduced, will not be repeated here.
The scope of application：
The tunnel portal construction being particularly suitable for use under the unfavorable geological conditions such as landslide, mud-rock flow, colluvial body；Suitable for existing
Open cut tunnel construction under bias, concordant or unsuitable open cut geological environment；Suitable for the tunnel that coating is thin, buried depth is shallower or an ultra shallow is buried
Main tunnel, and to roof fall, the tunnel quickly disposal etc. for the dangerous situation such as collapse occurs.
The above-described embodiments merely illustrate the principles and effects of the present invention, not for the limitation present invention.It is any ripe
Know the personage of this technology all can carry out modifications and changes under the spirit and scope without prejudice to the present invention to above-described embodiment.Cause
This, those of ordinary skill in the art is complete without departing from disclosed spirit and institute under technological thought such as
Into all equivalent modifications or change, should by the present invention claim be covered.
Claims (10)
1. cut-and-cover tunnel secretly does construction technology under a kind of complicated geological environment, it is characterised in that：Carry out according to the following steps,
First, surveying setting-out and construction lofting；According to " control after first repetition measurement, after first entirety it is local, first control after thin portion " the step of,
Plane and vertical control network are established outside the Tunnel that will be excavated, translocation is carried out according to design coordinate and straight, curved key element, it is ensured that
Tunnel holing through required precision, detailed survey, on the spot setting-out are then carried out, measuring goes out light and shade hole boundary mileage, face-upward slope excavates side
Line, tunnel axis and hole elevation etc., and make obvious mark；
2nd, drainage construction is cut on hole top；Intercepting ditch is not less than 5m away from the face-upward slope bench crest edge spacing that measuring goes out；Intercepting ditch is repaiied
The principle by " avoid repeating, face combination forever " is built, according to the specific landform in scene, lays, settles at one go by design requirement, basis must
Must be solid firm, Weak points the mode such as fill out, tamped and handle using changing；
3rd, face-upward slope excavation and its supporting；The face-upward slope excavating sideline gone out according to measuring carries out face-upward slope excavation, should divide during excavation
Layer segmentation, excavate from top to bottom, forbid backward to excavate；For ease of slope support, excavation in layers is highly controlled within 3.0m, with
Dig with, in time closing；Slope retaining uses bolt-spary supports, domatic through manually cleaning shaping with water；First thickness of shotcrete is 3~
5cm；Anchor pole uses grouting rock bolt or self-feeding anchor pile, blossom type arrangement, lays reinforced mesh and is coupled firmly, then with anchor pole
Continue to spray concrete to design thickness, use wet spraying process during gunite concrete, from the bottom up, segmentation and slicing carries out；
4th, native socket form moulding construction；Face-upward slope dig to close to open cut tunnel top mark it is high when, stop it is a wide range of excavate, survey crew scene
Open cut tunnel lining cutting axis and elevation are made, the both sides cubic metre of earth and stone is excavated using provided core soil method along open cut tunnel axis longitudinal direction；Digging process
In check in time, gradually form native loose tool blank, native loose tool surface and open cut tunnel spring line above 30cm scopes use hand excavation；
Open cut tunnel axis is checked, with reference to open cut tunnel top mark height, center line and both sides spring line absolute altitude, releases open cut tunnel lining cutting outer contour on the spot,
Manual amendment soil loose tool, the unnecessary cubic metre of earth and stone is excavated, repaired at out-of-flatness with original soil；
5th, cast-in-place concrete；Separation layer is set in the outer surface of the native loose tool of forming, the separation layer wraps successively from inside to outside
Include 8cm thickness graded broken stone base, 2cm thick 1:3 cement mortar screeding layers and colour bar cloth interlayer, the separation layer gross thickness and hole
Figure deformation allowance is consistent；
6th, open cut tunnel shield arch construction；Steel arch-shelf is that the domes being adapted with open cut tunnel are bent on forming mill, and steel arch-shelf is by bright
Hole termination is installed toward barrel direction by Pin, and single Pin is installed by the order of first top low back, and head arches are with native loose tool axis location, point middle peace
Put；Junction steel plate bolt connection is utilized between single Pin bow members, adjacent two Pin bow members are welded using longitudinal reinforcement, and anchor should be inserted at arch springing
Lever lock pin fixes bow member；After all bow members are installed in place, each Guan Peng positions are released on steel arch-shelf, installs and adjusts every pipe canopy
Guide pipe direction, fixed temporarily with iron wire, contending root according to setting extrapolation checks its angle and deviation distance, and U is used after qualified
Steel bar is welded and fixed；Open cut tunnel shield arch structure can be carried out after subject-oriented pipe installation to pour and backfill；
7th, open cut tunnel excavation and supporting；The native loose tool for setting open cut tunnel shield arch is excavated, the arch earthwork that concrete is wrapped up
Go divided by formed tunnel blank；In digging process, digging footage should be strictly controlled, control is in 1.0m per cyclic advance, with each
1~2 Pin bow member distance controllings, each timely cleaning side wall after the completion of circulating excavation are installed, simultaneously spreading side wall bow member is fixed in installation,
Gunite concrete covers tunnel sidewalls from the bottom to top, when digging excavation is to 15~20m, pours inverted arch, inverted arch filling successively
And short abutment wall, side wall and arch concrete, it is allowed to closing cyclization, forms entirety；
8th, open cut tunnel lining cutting；Open cut tunnel lining construction method uses tunneling boring self-propelled hydraulic formwork jumbo one-piece casting, is pumped into
Mould, manually with reference to mechanical vibration compacting.
2. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 1, it is characterised in that：Row is cut on hole top
When water is constructed, intercepting ditch bottom of trench, ditch wall are built using concrete cast-in-situ or block piece barnacle, and bottom of trench smooth-going, longitudinal slope is not less than 0.3%,
Flat, vertical corner sets curve transition, it is ensured that flowing water is smooth, and ditch top meets water the suitable cure process of surface side 2m scopes.
3. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 2, it is characterised in that：Face-upward slope is opened
Rainy season should be avoided during digging, before excavation, strictly by design requirement, setting-out on the spot is determined to excavate scope, accurately releases bench crest, slope
Than, leg wire of slope etc.；
4. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 3, it is characterised in that：Face-upward slope is adopted
It is domatic with non-quick-fried method mechanical equivalent of light excavation, hand fit's cleaning.
5. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 3, it is characterised in that：Face-upward slope is adopted
Excavated with blasting procedure, using controlled blasting means, excavated in a manner of shallow-layer standing, the float stone, danger stone after excavation are clear in time
Remove, domatic uneven place's trimming smooth-going.
6. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 1, it is characterised in that：The steel arch
Frame is processed using I-steel, and steel arch-shelf both ends are welded to connect steel plate, and steel arch-shelf should ensure that examination splicing is closed before transporting to building site
Lattice.
7. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 1, it is characterised in that：Protected in open cut tunnel
In arch construction during casting concrete, according to site environment and condition, shield arch concrete is using injection or the cast-in-place mode of formwork erection, coagulation
Early strength agent is added during native mixing.
8. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 7, it is characterised in that：Using formwork erection
It is cast-in-place then continuous placing shaping, in time to sprinkle water and support after concreting by horizontal symmetrical, longitudinal direction from low to high
Shield.
9. construction technology is secretly done according to cut-and-cover tunnel under the complicated geological environment of claim 7 or 8, it is characterised in that：Backfill
Material answers optional stage to match somebody with somebody coarse-grained soil, and both sides are carried out simultaneously during backfill, are symmetrically filled, compaction in layers, is connect after backfill with original place shape suitable.
10. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 1, it is characterised in that：Constructing
Overall process in will be monitored measurement, should be by the inside and outside observation in hole, subsidence, interior sky during daily monitoring measurement
Deformation and lining cutting internal stress, surface strain and monitoring fractures conduct must survey project and be monitored, and optionally to first branch internal force,
Internal displacement for surrounding rock, building deformation are monitored.
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| CN109268030A (en) * | 2018-12-04 | 2019-01-25 | 湖南省交通规划勘察设计院有限公司 | A kind of multistage set arch structure, pipe canopy set arch structure and its construction method for tunnel portal supporting |
| CN109706945A (en) * | 2019-01-31 | 2019-05-03 | 中国建筑第七工程局有限公司 | Come down fracture belt tunnel construction method |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008031643A (en) * | 2006-07-26 | 2008-02-14 | Makoto Uemura | Connecting method of concrete case body |
| CN101260806A (en) * | 2008-04-24 | 2008-09-10 | 重庆交通科研设计院 | Preposition type opening construction method |
| CN102587920A (en) * | 2012-03-23 | 2012-07-18 | 中交二公局第六工程有限公司 | Tunnel entrance bias section construction method |
| CN104653195A (en) * | 2015-01-21 | 2015-05-27 | 长安大学 | Gully landform tunnel portal structure and construction method thereof |
| CN104790959A (en) * | 2015-04-03 | 2015-07-22 | 核工业井巷建设公司 | Shallowly buried small-spacing rock soil tunnel construction method |
| CN205977229U (en) * | 2016-08-31 | 2017-02-22 | 云南省交通规划设计研究院 | Arcading tunnel non - flushes entrance to a cave structure suitable for bias voltage condition |
-
2017
- 2017-10-30 CN CN201711037344.XA patent/CN107762535B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008031643A (en) * | 2006-07-26 | 2008-02-14 | Makoto Uemura | Connecting method of concrete case body |
| CN101260806A (en) * | 2008-04-24 | 2008-09-10 | 重庆交通科研设计院 | Preposition type opening construction method |
| CN102587920A (en) * | 2012-03-23 | 2012-07-18 | 中交二公局第六工程有限公司 | Tunnel entrance bias section construction method |
| CN104653195A (en) * | 2015-01-21 | 2015-05-27 | 长安大学 | Gully landform tunnel portal structure and construction method thereof |
| CN104790959A (en) * | 2015-04-03 | 2015-07-22 | 核工业井巷建设公司 | Shallowly buried small-spacing rock soil tunnel construction method |
| CN205977229U (en) * | 2016-08-31 | 2017-02-22 | 云南省交通规划设计研究院 | Arcading tunnel non - flushes entrance to a cave structure suitable for bias voltage condition |
Cited By (16)
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| CN109268030B (en) * | 2018-12-04 | 2024-03-22 | 湖南省交通规划勘察设计院有限公司 | Multistage sleeve arch structure for tunnel portal support, pipe shed sleeve arch structure and construction method of pipe shed sleeve arch structure |
| CN109706945A (en) * | 2019-01-31 | 2019-05-03 | 中国建筑第七工程局有限公司 | Come down fracture belt tunnel construction method |
| CN109798396B (en) * | 2019-02-28 | 2021-03-23 | 青岛瑞源工程集团有限公司 | Long-distance large-caliber concrete pipe manual jacking process for complex stratum |
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| CN109944597A (en) * | 2019-04-16 | 2019-06-28 | 陕西路桥集团有限公司 | A kind of tunnel construction method based on protection face-upward slope natural vegetation |
| CN109944597B (en) * | 2019-04-16 | 2020-11-06 | 陕西路桥集团有限公司 | Tunnel entering construction method based on protection of natural vegetation on side and up slopes |
| CN110043271A (en) * | 2019-05-21 | 2019-07-23 | 福建工程学院 | A kind of hole Shallow-buried section spaces union supporting construction and its construction method |
| CN110359926A (en) * | 2019-07-14 | 2019-10-22 | 广西长长路桥建设有限公司 | Shallow-buried water-rich band tunnel steel tube concrete assists arching construction method |
| CN110985057A (en) * | 2019-12-25 | 2020-04-10 | 云南交投公路建设第四工程有限公司 | Construction method for tunneling hidden excavation and hole entering under combined advanced support of cover beam and pipe shed |
| CN111963202A (en) * | 2020-07-03 | 2020-11-20 | 铜陵有色金属集团股份有限公司 | Wet concrete spraying process for non-coal underground mine |
| CN112031807A (en) * | 2020-07-23 | 2020-12-04 | 中铁隆工程集团有限公司 | Variable-section supporting structure of station tunnel and construction method of station tunnel |
| CN112983437A (en) * | 2021-03-26 | 2021-06-18 | 中铁第六勘察设计院集团有限公司 | Vertical conversion construction method for small-clear-distance U-shaped access and exit channel light and shade excavation construction method |
| CN112983437B (en) * | 2021-03-26 | 2022-05-10 | 中铁第六勘察设计院集团有限公司 | Vertical conversion construction method for light and shade excavation method of small-clear-distance U-shaped access channel |
| CN113338992A (en) * | 2021-06-18 | 2021-09-03 | 中铁三局集团第二工程有限公司 | Construction process of tunnel portal arch protection section soil mould |
| CN114320312A (en) * | 2022-01-06 | 2022-04-12 | 江西省交通设计研究院有限责任公司 | Tunnel entering construction method of primary support wall-pasting method tunnel |
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