CN107762535B - 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
- Publication number
- CN107762535B CN107762535B CN201711037344.XA CN201711037344A CN107762535B CN 107762535 B CN107762535 B CN 107762535B CN 201711037344 A CN201711037344 A CN 201711037344A CN 107762535 B CN107762535 B CN 107762535B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- arch
- open cut
- construction
- excavation
- 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.)
- Expired - Fee Related
Links
- 238000010276 construction Methods 0.000 title claims abstract description 82
- 238000005516 engineering process Methods 0.000 title claims abstract description 20
- 238000009412 basement excavation Methods 0.000 claims abstract description 51
- 238000000034 method Methods 0.000 claims abstract description 39
- 239000004567 concrete Substances 0.000 claims abstract description 32
- 239000010410 layer Substances 0.000 claims abstract description 30
- 239000004575 stone Substances 0.000 claims abstract description 23
- 239000002689 soil Substances 0.000 claims abstract description 20
- 238000005520 cutting process Methods 0.000 claims abstract description 19
- 238000000465 moulding Methods 0.000 claims abstract description 12
- 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
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 238000012544 monitoring process Methods 0.000 claims description 22
- 239000011435 rock Substances 0.000 claims description 21
- 238000013461 design Methods 0.000 claims description 19
- 238000005259 measurement Methods 0.000 claims description 17
- 230000008569 process Effects 0.000 claims description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 239000011378 shotcrete Substances 0.000 claims description 10
- 238000009415 formwork Methods 0.000 claims description 8
- 238000009434 installation Methods 0.000 claims description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 238000005422 blasting Methods 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 5
- 230000008859 change Effects 0.000 claims description 5
- 238000011049 filling Methods 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 230000011218 segmentation Effects 0.000 claims description 5
- 230000005641 tunneling Effects 0.000 claims description 5
- 230000002146 bilateral effect Effects 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000011065 in-situ storage Methods 0.000 claims description 4
- 238000002347 injection Methods 0.000 claims description 4
- 239000007924 injection Substances 0.000 claims description 4
- 238000007363 ring formation reaction Methods 0.000 claims description 4
- 239000007787 solid Substances 0.000 claims description 4
- 239000007921 spray Substances 0.000 claims description 4
- 238000005507 spraying Methods 0.000 claims description 4
- 238000003892 spreading Methods 0.000 claims description 4
- 230000007480 spreading Effects 0.000 claims description 4
- 230000007704 transition Effects 0.000 claims description 4
- 241000238586 Cirripedia Species 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 3
- 238000013036 cure process Methods 0.000 claims description 3
- 125000004122 cyclic group Chemical group 0.000 claims description 3
- 238000004880 explosion Methods 0.000 claims description 3
- 238000013213 extrapolation Methods 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 238000002156 mixing Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 210000004262 dental pulp cavity Anatomy 0.000 claims description 2
- 230000005945 translocation Effects 0.000 claims description 2
- 238000009966 trimming Methods 0.000 claims description 2
- 238000005345 coagulation Methods 0.000 claims 1
- 230000015271 coagulation Effects 0.000 claims 1
- 230000000694 effects Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000012423 maintenance Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 239000011248 coating agent Substances 0.000 description 2
- 238000000576 coating method Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 210000003205 muscle Anatomy 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 244000025254 Cannabis sativa Species 0.000 description 1
- 241000196324 Embryophyta Species 0.000 description 1
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000000737 periodic effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses cut-and-cover tunnels 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 section drainage construction, three, face-upward slope excavation and its supporting；Four, native socket form moulding construction；Face-upward slope dig to it is high close to open cut tunnel top mark when, stop it is a wide range of excavate, survey crew makes at scene open cut tunnel lining cutting axis and elevation, longitudinally uses provided core soil method to excavate the two sides cubic metre of earth and stone along open cut tunnel axis；Five, cast-in-place concrete；Separation layer is set in the outer surface of the native loose tool of forming, separation layer successively includes 8cm thickness graded broken stone base, the 1:3 cement mortar screeding layer of 2cm thickness and colour bar cloth interlayer from inside to outside；Six, open cut tunnel shield arch construction；Seven, open cut tunnel excavation and supporting；Eight, open cut tunnel lining cutting.The construction method can effectively prevent landslide when tunnel excavation, collapse, and protection path ambient enviroment is constructed convenient, safe and reliable.
Description
Technical field
The invention belongs to tunnel piercing technical field more particularly to a kind of excavation construction technologies in tunnel.
Background technique
In modern tunnel construction, tunnel portal mostly buried depth is shallower, hole top coating is thin, complex geologic conditions, for convenient for
Early into hole, ensure safety, it will usually tunnel's entrance and exit both ends setting certain length open cut tunnel.As tunnel penumbra
Transition, open cut tunnel is the important component in tunnel, have ground underground structure dual characteristics, it acts as linking light and shade tunnel
Road resists landslide body, slip mass external force, supports stability of slope.By the construction principle of tunnel " early going out into evening ", open cut tunnel construction is tunnel
The key of road export & import directly influences main tunnel duration and construction safety, therefore, while construction outside hole, it is necessary to ensure that hole
Mouth 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, first
The open cut tunnel section cubic metre of earth and stone is first excavated, by design ratio of slope brush face-upward slope and shotcrete protection, excavates form open cut tunnel foundation trench, crater wall branch still further below
Formwork erection pours open-cut tunnel structure after shield, backfills the cubic metre of earth and stone finally to stablize side, face upward slope.However, cut-and-cover tunnel present position is often deposited
The bias, complex geologic conditions situations such as, open-cut will form high cutting-slope, and foundation trench excavation causes slope foot to weaken, cause landslide,
It collapses and the disasters such as natural slope failure, construction is caused to be interrupted, in this case, design a kind of quickening progress, protection environment, ensure peace
Complete several apparent construction technologies of aspect effect seem extremely urgent.
Summary of the invention
It is an object of the invention to solve above-mentioned technical problem, cut-and-cover tunnel under a kind of complicated geological environment is provided and is secretly applied
Work technique, the construction method can effectively prevent landslide when tunnel excavation, collapse, protection path ambient enviroment, convenient, safety of constructing
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,
One, surveying setting-out and construction lofting；According to " part after control, first entirety after first repetition measurement, first control after thin portion "
Step establishes plane and vertical control network outside the Tunnel that will be excavated, and is joined according to design coordinate and straight, curved element
It surveys, it is ensured that tunnel holing through required precision then carries out detailed survey, on the spot setting-out, and measuring goes out light and shade hole boundary mileage, face-upward slope
Excavating sideline, tunnel axis and hole elevation, and make obvious mark；
Two, 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 ", settled at one go, base according to the specific landform in scene by design requirement laying
Plinth must be solid firm, Weak points using change fill out, compacting mode is handled；
Three, face-upward slope excavation and its supporting；Face-upward slope excavation is carried out according to the face-upward slope excavating sideline that measuring goes out, when excavation
It answers layer and section, excavate from top to bottom, backward is forbidden to excavate；For convenient for slope support, the control of excavation in layers height 3.0m with
It is interior, with dig with, in time closing；Slope retaining uses bolt-spary supports, and slope surface is through manually cleaning molding with water；Just thickness of shotcrete is
3~5cm；Anchor pole uses grouting rock bolt or self-feeding anchor pile, and blossom type arrangement is laid with reinforced mesh and is coupled with anchor pole securely,
Then proceed to spray concrete to design thickness, when gunite concrete uses wet spraying process, and from the bottom up, segmentation and slicing carries out；
Four, native socket form moulding construction；Face-upward slope dig to it is high close to open cut tunnel top mark when, stop it is a wide range of excavate, survey crew
Open cut tunnel lining cutting axis and elevation are made in scene, longitudinally use provided core soil method to excavate the two sides cubic metre of earth and stone along open cut tunnel axis；It excavates
It checks in time in the process, gradually forms native loose tool blank, native loose tool surface and the above 30cm range of open cut tunnel spring line are using artificial
It excavates；Open cut tunnel axis is checked, high, center line and two sides spring line absolute altitude referring to open cut tunnel top mark release open cut tunnel lining cutting foreign steamer on the spot
Profile, manual amendment soil loose tool, the extra cubic metre of earth and stone is excavated, is repaired at out-of-flatness with original soil；
Five, cast-in-place concrete；Forming native loose tool outer surface be arranged separation layer, the separation layer from inside to outside according to
Secondary includes 8cm thickness graded broken stone base, the 1:3 cement mortar screeding layer of 2cm thickness and colour bar cloth interlayer, the separation layer overall thickness
It is consistent with barrel section deformation allowance；
Six, 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
It is installed from open cut tunnel end toward barrel direction by Pin, single Pin is by the sequence installation for first pushing up low back, and head arch is with native loose tool axis location, right
Middle placement；It is bolted between single Pin arch using junction steel plate, adjacent two Pin arch is welded using longitudinal reinforcement, should be inserted at arch springing
Enter the fixed arch of anchor pole lock foot；After all arches are installed in place, each position Guan Peng is released on steel arch-shelf, installs and adjusts every
Pipe canopy guide pipe direction, is fixed temporarily with iron wire, is contended root according to setting extrapolation and is checked its angle and deviation distance, adopts after qualified
It is welded and fixed with U-shaped steel muscle；Subject-oriented pipe can carry out open cut tunnel shield arch structure and pour and backfill after being installed；
Seven, 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
The earthwork is gone divided by formation tunnel blank；In digging process, answer strict control digging footage, every cyclic advance control in 1.0m, with
1~2 Pin arch distance controlling of installation every time, each circulation excavate after the completion cleaning side wall in time, the fixed simultaneously spreading side wall of installation
Arch, gunite concrete covers tunnel sidewalls from the bottom to top, when digging excavation is to 15~20m, successively pours inverted arch, inverted arch
Filling and short abutment wall, side wall and arch concrete are allowed to closing cyclization, form entirety；
Eight, open cut tunnel lining cutting；Open cut tunnel lining construction method is with barrel section secondary lining, using tunneling boring self-propelled hydraulic template
Trolley one-piece casting, is pumped into mould, artificial to combine 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 is smooth, 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 model
Enclose suitable cure process.
Further, rainy season should be avoided when face-upward slope excavates, and before excavation, strictly press design requirement, setting-out is determined on the spot
Range is excavated, bench crest, slope ratio, leg wire of slope are accurately released；
Further, face-upward slope uses non-quick-fried method mechanical excavation, and hand fit clears up slope surface.
Further, face-upward slope is excavated using blasting procedure, using control explosion means, is opened in a manner of shallow-layer standing
It digs, the float stone, danger stone after excavation are removed in time, and the uneven place's trimming of slope surface is smooth.
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, it when open cut tunnel protects casting concrete in arch construction, is adopted depending on the site environment with condition, shield arch concrete
With injection or the cast-in-place mode of formwork erection, early strength agent is added in when concrete mixing.
Further, using formwork erection it is cast-in-place then should by horizontal bilateral symmetry, it is longitudinal from low to high, continuous placing molding mixes
Solidifying soil timely sprinkling maintenance after pouring.
Further, backfill material answers optional stage with coarse-grained soil, and two sides carry out simultaneously when backfill, symmetrically fills, compaction in layers,
It connects after backfill with original place shape suitable.
Further, measurement will be monitored in the overall process of construction, it, 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 are carried out as required test item
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 bearing self weight
Load is transmitted to two sides stratum, backfills cubic metre of earth and stone synergy with arch, is played back-pressure slope foot, support side slope, is stablized massif work
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 minimizes construction to the disturbance of massif, and excavation cutting side slope can be effectively prevent to cause landslide, side slope
It collapses, the generation of the dangerous situations such as falling rocks, to keeping stability of slope to play an important role.In addition, construction method provided by the present invention
It also has the advantage that
1, this construction method occupied area is few, can effectively save soil, reduce expropriation of land and workload of reclaiming, avoid expropriation of land,
The expenses expenditure such as removal, compensation, reduces investment outlay；It shortens and marches into the arena and the preparation of construction time simultaneously, be conducive to open-cut tunnel structure as early as possible
It is formed, is created conditions for subsequent tunnel main body construction.
2, this construction method reduces massif and excavates, and the destruction to vegetation original around place is avoided, to protecting ecology ring
Natural resources is saved in border, is prevented erosion etc. significant；It can be effectively controlled the deformation of hole peripheral rock and ground settlement,
Be conducive to protection and close on facility and construction of structures.
3, this construction method is easy to operate, construction is flexible, can greatly reduce the cubic metre of earth and stone and dig fortune project amount and side, faces upward slope supporting
(anchor, net, spray etc.) workload is conducive to save project cost, accelerate construction progress, prevents the waste of unnecessary resource.
Detailed description of the invention
Fig. 1 is construction process figure.
Fig. 2 is the present invention the first construction cross-section diagram.
Fig. 3 is the present invention the second construction cross-section diagram.
Fig. 4 is the side view of structure shown in Fig. 3.
Fig. 5 is open cut tunnel excavation supporting construction schematic diagram.
Specific 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 is understood other advantages and efficacy of the present invention easily.
Present invention will be further explained below with reference to the attached drawings and examples:
As shown in Fig. 1-4, cut-and-cover tunnel secretly does construction technology under a kind of complicated geological environment, sequentially includes the following steps:
1, construction survey
It the step of according to " part after control, first entirety after first repetition measurement, first control after thin portion ", is born by professional survey engineer
Duty measurement work, to owner provide control stake point check, established outside the Tunnel that will be excavated after errorless plane and
Vertical control network carries out translocation according to design coordinate and straight, curved element, it is ensured that tunnel holing through required precision then carries 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.
2, pumping equipment is cut
As shown in Fig. 2 lock, before the excavation of tunnel face-upward slope 3, first removes the vegetation on the primitively upper thread 2 on original slope, floats
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 be used to change and fill out, ram
The modes such as real are handled.1 bottom of trench of intercepting ditch, ditch wall should be built using concrete cast-in-situ or block piece barnacle, and bottom of trench is smooth, and 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 range.
3, face-upward slope excavation and supporting
Face-upward slope 3 excavates should avoid rainy season as far as possible, before excavation, strictly press design requirement, setting-out on the spot is determined to excavate model
It encloses, accurately releases 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 excavation, hand fit clears up slope surface, such as uses blasting procedure, then should be using control explosion means, with shallow-layer pine
Dynamic blasting method excavates, and the float stone, danger stone after excavation should be removed in time, and the uneven place of slope surface should be rebuild smoothly.Excavation should divide
Layer segmentation, from top to bottom, forbids backward to excavate, for convenient for slope support, excavation in layers height is controlled within 3.0m, with dig with
Branch, in time closing.Slope retaining uses bolt-spary supports, and slope surface is manually cleaned with water molding, and ratio of slope, smooth degree meet on inspection to be set
Meter, can just spray 3~5cm gunite concrete, 301 temporary enclosed.Mortar (powder stick) anchor pole or self-feeding anchor pile, plum can be used in anchor pole 4
Flower pattern arrangement is laid with reinforced mesh and is coupled with anchor pole securely, and multiple pneumatically placed concrete to design thickness, injection uses wet spraying process,
From the bottom up, segmentation and slicing carries out.
4, native loose tool construction
As shown in Fig. 2, excavating from primitively 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 the axis along open cut tunnel 12 longitudinally uses provided core soil method
Excavate the two sides cubic metre of earth and stone.It is checked in time in digging process, gradually forms the blank of native loose tool 9, to avoid disturbance native soil layer, native tire
The above 30cm range of the spring line of 9 surface of mould and open cut tunnel 12 is all made of hand excavation.Open cut tunnel axis is checked, it is high referring to open cut tunnel top mark
11, center line and two sides spring line absolute altitude 5 etc. release open cut tunnel lining cutting outer contour, manual amendment soil loose tool, by extra soil on the spot
The cubic meter of stone is excavated, and is repaired at out-of-flatness with original soil.Soil loose tool 9 after molding answers that surface is smoother, die body is firm, both guaranteed open cut tunnel 12 at
Type quality is convenient for excavating for subsequent native carcass again, separation layer 10 can be arranged in its outer surface, by successively setting 8cm thickness grade from inside to outside
With crushed rock base course 9,2cm thickness 1:3 cement mortar screeding layer 8 and colour bar cloth 7 (or agricultural film) interlayer, overall thickness and the reserved change of barrel section
Shape amount is consistent.
5, 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 molding 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, when transport, should prevent steel arch-shelf 13 from deforming.Steel arch-shelf 13 is installed from open cut tunnel end toward barrel direction by Pin, and single Pin is by first pushing up
The sequence of low back is installed, and head arch is placed with native loose tool axis location, centering, spreading two sides waist arch after fixing.Monolithic steel arch
It is connected between frame 13 using the bolt 15 of junction steel plate 14, adjacent two Pin arch is welded using longitudinal reinforcement 16, between dowel is circumferential
Design requirement should be met away from D, the fixed steel arch-shelf 13 of anchor pole lock foot 17 should be inserted at arch springing, anchor pole lock foot 17 can be used 3* Φ's 25
Steel pipe.After all arches (steel arch-shelf 13) are installed in place, setting-out goes out the position of each pipe canopy 18 on steel arch-shelf 13, and pipe canopy 18 is adopted
It is made of 108 seamless steel pipe of φ, installs and adjusts every root canal canopy guide pipe (i.e. pipe canopy 18) direction, temporarily wound 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 peace
It installs into, the structure that can carry out open cut tunnel shield arch 19 pours, and depending on the site environment and injection or vertical can be used in condition, shield arch concrete
Concrete is covered on the steel construction piece that steel arch-shelf 13 and pipe canopy 18 are constituted by module and cast-in-situ mode, and concrete mixing is appropriate to the occasion to be added
Enter early strength agent, should be by horizontal bilateral symmetry, longitudinal direction from low to high if cast-in-place using formwork erection, continuous placing forms (being detailed in Fig. 3).
Concreting finishes, timely sprinkling maintenance, backfills in time so that it reaches design strength as early as possible, backfills the backfill material 20 of the earthwork
Answer optional stage with preferable coarse-grained soil, two sides should carry out simultaneously when backfill, symmetrically fill, compaction in layers, after backfill with original place shape
It connects suitable.Before hole top has backfilled and excavated in hole, using provided pipe canopy guide pipe, implement drilling, the push pipe, mud jacking of pipe canopy 18 in time
Deng creating conditions in advance for penumbra constructing tunnel.
6, open cut tunnel excavation and supporting
As shown in figure 5, the native loose tool 9 for setting open cut tunnel shield arch 19 is excavated under the protection of open cut tunnel shield arch 19, it will
The arch earthwork of concrete package is gone divided by tunnel blank is formed, and the first arrow 22 is towards entrance orientations, and the second arrow 23 is court
Continue excavation direction in tunnel.Open cut tunnel excavation 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, digging mode can according to tunnel cross-section and span flexible choice,
There are commonly benching tunnelling method, stay 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,
One end face disposably should not be synchronized disposable excavation using full face tunneling when secretly doing by open cut.In digging process, answer
Strict control digging footage, every cyclic advance control is in 1.0m or so, and to install 1~2 Pin arch distance controlling every time, every ring is opened
Side wall is cleared up after the completion of digging in time, fixed and spreading side wall arch is installed, gunite concrete (wet spraying process) is closed from the bottom to top
Side wall.As digging excavation to certain distance (15~20m), it should be inserted into open cut tunnel lining construction related content in time, successively pour and face upward
Encircle the filling of 21, inverted arch and short abutment wall, side wall and arch concrete, is allowed to closing cyclization, forms entirety.Open cut tunnel lining construction method
Mould is pumped into using tunneling boring self-propelled hydraulic formwork jumbo one-piece casting with barrel section secondary lining, it is artificial to combine mechanical vibration
Puddling is real, and construct processes and the methods such as related waterproof, seam, reinforcing bar, concrete are executed by related specifications and engineering method.
7, monitoring measurement
It is laid through constructing tunnel overall process according to live measuring point as the monitoring measurement of one of construction important content,
Periodic monitoring is grasped the state of country rock, supporting and lining cutting, is judged stability of the hill, pacifies to surrounding rock stability and supporting
Full property is evaluated.It, should be heavy by observation (outer) in hole, earth's surface in daily monitoring process for the tunnel secretly done using open cut tunnel
Sunken (mountain deformation), interior space-variant shape and lining cutting internal stress, surface strain and monitoring fractures etc. are monitored as required test item,
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, just branch and lining cutting implementation result etc. are observed.Interior sky
Deformation monitoring is the convergent for monitoring tunnel cross-section, including vault (arch containing shield) sinks, headroom horizontal convergence and bottom plate are grand
It rises.Subsidence measure be sink to the original ground (backfill) within the scope of the estimated plane of fracture and disturbed mountain deformation situation into
Row monitoring.By subsidence and vault sinking data comparison, determine to excavate the influence to earth's surface and massif, 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 pressure etc..When tunnel perimeter is built, structures facility and when pipeline, it should also increase periphery and build
Object sedimentation, inclination and underground utilities deformation measurement are built, should also carry out ess-strain monitoring to important buildings or structures when necessary.Root
It is analyzed and is judged according to monitoring result, determine Transfiguration Management grade, dynamic design and construction, according to corresponding management of deformation values etc.
Grade is controlled.
8, the points for attention in construction
Open cut tunnel should not arrange to be constructed in rainy season, it is necessary to when being constructed in rainy season, should carry out drain dyke, carry out pre-add to stratum
Gu stage excavation, with dig with, reinforce 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 middle line, sideline and determines side, faces upward slope range, carries out intercept water in advance
The facilities such as ditch, top of the slope protection, determine suitable excavation method, construction according to site contour, geological conditions, Rock mass stability degree etc.
Sequence and slope gradient etc..
Heavy excavation should be avoided in digging process as far as possible, brushes slope greatly, when using control Blasting Excavation, blasting vibration pair should be prevented
The influence of face-upward slope stability, and the measures such as isolation, damping is taken 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 should strictly be bent by design size, it is ensured that installation positioning is quasi- when in-site installation
Really, it must be connected firmly between adjacent arch, the circumferential spacing of built-in pipe canopy casing, angle etc. should meet design and code requirement.
Shield arch concreting should be carried out continuously, one-pass molding, maintenance in time after the completion of pouring, and hold vault backfill
Opportunity backfills in time, and backfilling material should meet related request, bilateral symmetry, back-filling in layers compacting, while should carry out water proof measure,
Earth's surface preferably plants green grass planting protection, and water flow is avoided to cause to wash away to open cut tunnel hole top, the safety wind during reducing constructing tunnel and runing
Danger.
In open cut tunnel when earthwork evacuation, suitable construction method should be selected, strict control digging footage, with dig with, it is anti-
In place, when excavation, should be avoided side wall and generates out break shield, and side wall arch bottom must pad, top should encircle with shield in pre-buried arch
It is connected firmly, achievees the effect that stress transfer, coaction, side wall gunite concrete is answered smooth closely knit.
Open cut tunnel answers strict control subsidence when excavating, reinforce monitoring, such as discovery shield arch, abutment wall displacement rate value are more than
When designing permissible value or deforming, the measures such as reinforcing, support, back-pressure should be taken to handle in time.Monitoring measurement should be in conjunction with construction
Influence to earth's surface, supporting, structure etc., dynamic monitoring are grasped the degree of stability of country rock, support system etc., are analyzed in time, ensure
Safety.
After open cut tunnel tunneling a distance, open-cut tunnel structure should be applied as early as possible, after being laid with waterproof layer (or waterproof roll), successively into
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 welding of road penumbra waterproof roll and deformation joint setting, it is ensured that structure safety after tunnel operation.
Technological principle and its feature:
(1) it reduces the even big slope of excavation, heavy excavation to excavate, artificially be reduced by Optimization of construction method to original state massif
Disturbance, it is ensured that Rock mass stability and construction safety.
(2) native socket form moulding principle, using native the form of the foetus at the support internal mould of shield arch, native tire also serves as operation platform.
(3) the shield donor being composed of steel arch-shelf, pipe canopy and jetting cement (or Cast-in-place concrete), plays the role of active defense,
Protection is provided for subsequent earthwork evacuation, abutment wall supporting and open cut tunnel lining cutting etc., it is ensured that safety.
(4) dome portions are protected and two sides backfill and slope foot back-pressure can be achieved, backfill and donor synergy, side slope are had
Effect support, it is ensured that stablize.
(5) " early appearing into hole, evening ", " short to excavate, few disturbance, strong supporting, real backfill, frequently measure " construction principle are followed,
Reinforce monitoring measurement, informational construction timely feedbacks, dynamic management, construction technology and method are adjusted flexibly according to the actual situation.
(6) preset (preformed hole) technology of pipe canopy and cap excavation method associated construction principle are introduced, details are not described herein.
The scope of application:
The tunnel portal construction being particularly suitable 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；The tunnel that, buried depth thin suitable for coating be shallower or an ultra shallow is buried
Main tunnel, and the tunnel that roof fall, the dangerous situations such as collapse occurs quickly is disposed.
The above-described embodiments merely illustrate the principles and effects of the present invention, and is not intended to limit the present invention.It is any ripe
The personage for knowing this technology all without departing from the spirit and scope of the present invention, carries out modifications and changes to above-described embodiment.Cause
This, institute is complete without departing from the spirit and technical ideas disclosed in the present invention by those of ordinary skill in the art such as
At all equivalent modifications or change, should be covered by the claims of the present invention.
Claims (10)
1. cut-and-cover tunnel secretly does construction technology under a kind of complicated geological environment, it is characterised in that: it carries out according to the following steps,
One, surveying setting-out and construction lofting；The step of according to " part after control, first entirety after first repetition measurement, first control after thin portion ",
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 element, it is ensured that
Tunnel holing through required precision then carries out detailed survey, on the spot setting-out, and measuring goes out light and shade hole boundary mileage, face-upward slope excavates side
Line, tunnel axis and hole elevation, and make obvious mark；
Two, 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 repaired
It builds and is laid, settled at one go, basis must by design requirement according to the specific landform in scene by the principle of " avoid repeating, face combination forever "
Must be solid firm, Weak points using change fill out, compacting mode is handled；
Three, face-upward slope excavation and its supporting；Face-upward slope excavation is carried out according to the face-upward slope excavating sideline that measuring goes out, when excavation should divide
Layer segmentation is excavated from top to bottom, and backward is forbidden to excavate；For convenient for slope support, excavation in layers height is controlled within 3.0m, with
Dig with, in time closing；Slope retaining uses bolt-spary supports, and slope surface is through manually cleaning molding with water；First thickness of shotcrete is 3~
5cm；Anchor pole uses grouting rock bolt or self-feeding anchor pile, and blossom type arrangement is laid with reinforced mesh and is coupled securely, then with anchor pole
Continue to spray concrete to design thickness, when gunite concrete uses wet spraying process, and from the bottom up, segmentation and slicing carries out；
Four, native socket form moulding construction；Face-upward slope dig to it is high close to open cut tunnel top mark when, stop it is a wide range of excavate, survey crew scene
Open cut tunnel lining cutting axis and elevation are made, longitudinally uses provided core soil method to excavate the two sides cubic metre of earth and stone along open cut tunnel axis；Digging process
In check in time, gradually form native loose tool blank, native loose tool surface and the above 30cm range of open cut tunnel spring line use hand excavation；
Open cut tunnel axis is checked, high, center line and two sides spring line absolute altitude referring to open cut tunnel top mark release open cut tunnel lining cutting outer contour on the spot,
Manual amendment soil loose tool, the extra cubic metre of earth and stone is excavated, is repaired at out-of-flatness with original soil；
Five, cast-in-place concrete；Separation layer is set in the outer surface of the native loose tool of forming, the separation layer successively wraps from inside to outside
Include 8cm thickness graded broken stone base, the 1:3 cement mortar screeding layer of 2cm thickness and colour bar cloth interlayer, the separation layer overall thickness and hole
Figure deformation allowance is consistent；
Six, 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 end is installed toward barrel direction by Pin, and single Pin is pacified by the sequence installation for first pushing up low back, head arch with native loose tool axis location, centering
It puts；It is bolted between single Pin arch using junction steel plate, adjacent two Pin arch is welded using longitudinal reinforcement, should be inserted into anchor at arch springing
Lever lock foot fixes arch；After all arches are installed in place, each position Guan Peng is released on steel arch-shelf, installs and adjusts every root canal canopy
Guide pipe direction, is fixed temporarily with iron wire, is contended root according to setting extrapolation and is checked its angle and deviation distance, uses U after qualified
Steel bar is welded and fixed；Subject-oriented pipe can carry out open cut tunnel shield arch structure and pour and backfill after being installed；
Seven, 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
It goes divided by formation tunnel blank；In digging process, strict control digging footage is answered, every cyclic advance control is in 1.0m, with each
1~2 Pin arch distance controlling is installed, each circulation is excavated and clears up side wall in time after the completion, the fixed simultaneously spreading side wall arch of installation,
Gunite concrete covers tunnel sidewalls from the bottom to top, when digging excavation is to 15~20m, successively pours inverted arch, inverted arch filling
And short abutment wall, side wall and arch concrete, it is allowed to closing cyclization, forms entirety；
Eight, 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, it is artificial to combine 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 is smooth, and 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 range.
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
It should avoid rainy season when digging, before excavation, strictly press design requirement, setting-out on the spot is determined to excavate range, accurately releases bench crest, slope
Than, leg wire of slope.
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
With non-quick-fried method mechanical excavation, hand fit clears up slope surface.
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
It is excavated with blasting procedure, using control explosion means, is excavated in a manner of shallow-layer standing, the float stone, danger stone after excavation are clear in time
It removes, the uneven place's trimming of slope surface is smooth.
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 when casting concrete, depending on the site environment and condition, shield arch concrete use injection or the cast-in-place mode of formwork erection, coagulation
Early strength agent is added when native mixing.
8. cut-and-cover tunnel secretly does construction technology under complicated geological environment according to claim 7, it is characterised in that: use formwork erection
It is cast-in-place then should by horizontal bilateral symmetry, it is longitudinal from low to high, continuous placing molding, watering is supported in time after concreting
Shield.
9. secretly doing construction technology 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 with coarse-grained soil, and two sides carry out simultaneously when backfill, symmetrically fills, compaction in layers, connects 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 be monitored as required test item, and optionally to first branch internal force,
Internal displacement for surrounding rock, building deformation are monitored.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711037344.XA CN107762535B (en) | 2017-10-30 | 2017-10-30 | Cut-and-cover tunnel secretly does construction technology under complicated geological environment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711037344.XA CN107762535B (en) | 2017-10-30 | 2017-10-30 | Cut-and-cover tunnel secretly does construction technology under complicated geological environment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107762535A CN107762535A (en) | 2018-03-06 |
| CN107762535B true CN107762535B (en) | 2019-01-25 |
Family
ID=61271732
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711037344.XA Expired - Fee Related CN107762535B (en) | 2017-10-30 | 2017-10-30 | Cut-and-cover tunnel secretly does construction technology under complicated geological environment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107762535B (en) |
Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 |
| 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 |
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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107762535A (en) | 2018-03-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107762535B (en) | Cut-and-cover tunnel secretly does construction technology under complicated geological environment | |
| CN108868778B (en) | Non-excavation construction method for large underground structure | |
| CN105839643B (en) | A kind of tunnel construction method of use pattern foundation pit supporting structure | |
| CN105464686B (en) | Multi-layer underground space curtain posture excavating construction method and supporting construction under existing facility | |
| CN108412501B (en) | Under wear oil pipeline shallow depth loess tunnels construction method | |
| CN106703814B (en) | Tunneling subway station hole pile construction method | |
| CN105421470B (en) | Assembled anchor pole arched framework combined type ecological revetment construction method | |
| CN111411993A (en) | Large-section tunnel supporting system penetrating through huge karst cave hall and construction method | |
| CN102758458B (en) | Underground continuous wall repairing method | |
| CN104989425B (en) | A kind of tunneling is into hole supporting construction and its method for protecting support | |
| CN103572765B (en) | Treatment and construction method of bridge site river bank expansive soil landslide positions | |
| CN207003499U (en) | A kind of anti-floating lifting device of underground tunnel upper excavation of foundation pit | |
| CN103938634B (en) | A kind of deep foundation pit supporting structure and construction method | |
| CN110159294B (en) | Construction method for lengthening open cut tunnel at tunnel junction section of high and steep terrain bridge | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN105863650A (en) | Tunneling construction method with first wall construction and second tunneling construction | |
| CN109209389A (en) | Hazy tunnel construction method | |
| CN108798684A (en) | A kind of method of completely decomposed fine sand stratum tunnel excavation | |
| CN104653195A (en) | Gully landform tunnel portal structure and construction method thereof | |
| CN109838240A (en) | Cross the river tunnel ledge cover and cut construction method | |
| CN114483056B (en) | Method for treating collapse roof caving hole of high-speed railway shallow-buried tunnel within 15m of height of collapse cavity | |
| CN110306989B (en) | Non-open-cut assembled pipe trench excavation supporting and reinforcing method | |
| CN107288665A (en) | The construction method of Station | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN109898556A (en) | A kind of underground pipe gallery structure and sunk type construction method |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20190125 Termination date: 20191030 |