CN104929648B - A kind of tunnel branch base tunnel construction method - Google Patents
A kind of tunnel branch base tunnel construction method Download PDFInfo
- Publication number
- CN104929648B CN104929648B CN201510299337.1A CN201510299337A CN104929648B CN 104929648 B CN104929648 B CN 104929648B CN 201510299337 A CN201510299337 A CN 201510299337A CN 104929648 B CN104929648 B CN 104929648B
- Authority
- CN
- China
- Prior art keywords
- arch
- construction
- tunnel
- excavation
- steel
- 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
Landscapes
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of tunnel branch base tunnel construction method, comprise the following steps：(1) preparation；(2) Shed-pipe Advanced Support, ductule construction；(3) arch Ring Cutting；(4) arch preliminary bracing and gib；(5) left and right excavation with guide pit and supporting；(6) Core Soil and inverted arch excavate；(7) tunnel bottom preliminary bracing；(8) inverted arch pours, fills；(9) secondary lining.Present invention advantage compared with prior art is：Using the construction method of the present invention, can prevent arch from caving in across shallow tunnel the big of rock crusher, its construction overall process is in safe and stable, quick controllable state；Quality project rate can reach more than 95% it is ensured that no industrial accident occurs.
Description
Technical field
The present invention relates to construction method, a kind of more particularly, to tunnel branch base tunnel construction method.
Background technology
China is vast in territory, and surface relief is big, and 75% about territory is mountain region or weight mound, and the height above sea level discrepancy in elevation reaches 5000m,
The highway built for 30 years after the founding of the state mostly winding detour or cut slope deep-cut, heavy damage ecological environment, cause soil erosion and
Landslide landslide, or even some Formation of Revived Fossil Landslides, the fifties, China only has the vcehicular tunnel more than 30 of 2500 meters of overall length, " 95 "
～Tenth Five-Year Plan Period, for adapting to reform and opening-up and movement of population, expressway construction has obtained fast development, and the enforcement period of the ninth five-year plan is new
Built tunnel 27.8 ten thousand linear meter(lin.m.), has also built up many spy's major long tunnel, such as Zhongliang Hill tunnel, Mount Jinyun tunnel and two Lang Shan tunnels
Deng with Chinese society economic development, the deep expansion of strategy to develop western regions and the input further pulling domestic demand, on ground
Shape, landforms and engineering geological condition are complicated, but tunnel of more growing up will be built in the west area of aboundresources, traffic reticular density
Road engineering.Enter 21 century, China's urbanization, motorization process are constantly accelerated, and the urbanization rate of China in 2000 is only
36.2%, reached 47.5% to urbanization rate in 2010, cities and towns personnel by 4.6 hundred million poly- increase to 6.4 hundred million, to 2015 at the end of, with " ten
Two or five " requirement planned is up to 51.5%, and China's automobile pollution is only 3,630,000 within 1986, and in the end of the year 2012, China is motor-driven
Car recoverable amount has reached 2.4 hundred million, and the sharp increase of vehicle makes original road can't bear the heavy load, and has a strong impact on the trip of people and daily
Life, become the bottleneck of socio-economic development, in order to ensure reasonable, the fast deployment of resource, will certainly build more three lanes,
Highway tunnel with four lanes, due to the constraint of landform, geology, programme path etc., for meeting separate tunnel clear distance requirement, often needs by force
Pull open linear and lead to adjacent segments to have some setbacks, project occupation of land is wider, Bridge-wire fusing time location can not effectively take into account bridge arrangement will
Ask, small interval and multiple-arch tunnel are arisen at the historic moment with its unique advantage, multiple-arch tunnel structure construction and construction are complicated, quick to deforming
Sense, and small-clear-distance tunnel can make full use of the bearing capacity of rock column in-between, substantially, many scholars are once in this side for economical and technical benefit
Face is made that fruitful research.But because its section flat ratio is big, clear distance is little, and excavated section is big, than typically unidirectional pair of car
Big 1.5～2.0 times of road tunnel cross-section, adjacent tunnel influences each other in work progress it is clear that traditional construction method can not
Adapt to the requirement of across small interval greatly road construction completely, particularly in import and export section, complex geologic conditions, rock crusher, buried depth
Shallow, therefore, the big construction method across small-clear-distance tunnel is studied, the practice of abundant highway in China constructing tunnel is had important
Engineering significance and economic worth.
In China, the common method of tunneling typically has full section method, benching tunnelling method, and Ring Cutting stays core local method, hands over
Fork median septum method (CRD method), two side-wall pilot tunnel etc..Usually, at the preferable situation of wall rock geology (I-III level country rock),
On the premise of meeting tunnel safety quality, preferentially should adopt full section method and benching tunneling method, in the situation that wall rock geology is poor
(IV-V level country rock), it is considered to the safe construction in tunnel, the especially tunnel mountain ridge geological conditions complicated when entering hole, should preferentially be adopted
With two side-wall pilot tunnel and intersection median septum method.
Two side-wall pilot tunnel is all to arrange base tunnel in the both sides of tunnel excavation section, and all it is arranged with interim initial support
The partial excavation method of side wall member, also known as glasses method it is adaptable to IV, V level country rock, when tunnel, span is very big for two side-wall pilot tunnel,
Subsidence requires strictly, and wall rock condition row is not poor, when single side heading method is difficult to control to surrouding rock deformation, can be led using double side wall
Hole method, field measurement shows, the ground settlement caused by two side-wall pilot tunnel is only about the 1/2 of short benching tunnelling method, this method one
As section is divided into left and right sides base tunnel, top Core Soil and get out of a predicament or an embarrassing situation four pieces, the determination principle of size of heading and single side wall drift
Method is identical, but width is no more than the 1/3 of section maximum span, and shape should be bordering on elliptical section, and left and right side base tunnel staggers
Distance, should will not involve opposite side according to the impact excavating the redistribution of the surrouding rock stress caused by the base tunnel of side and become will base tunnel
Principle determine, the transverse section that two side-wall pilot tunnel excavates is illustrated as shown in figure 1, vertical section is illustrated as shown in Fig. 2 construction operation
Order is as follows：(1) left (right) excavation with guide pit；(2) left (right) base tunnel preliminary bracing；(3) right (left) excavation with guide pit；(4) right (left)
Base tunnel preliminary bracing；(5) top bar is excavated；(6) top bar preliminary bracing, base tunnel next door are removed；(7) get out of a predicament or an embarrassing situation excavation；(8) face upward
Arch preliminary bracing；(9) inverted arch pours in advance；(10) tunneling boring secondary lining.Shortcoming using two side-wall pilot tunnel is：1st, for
Shallow-buried Large-span Tunnel, particularly country rock, compared with Area cracked, easily make tunnel arch scope country rock collapse using two side-wall pilot tunnel construction
Collapse, roof fall the problems such as, construction safety risk is big；2nd, for unsymmetrial loading tunnel, horizontal displacement is larger；3rd, mutual shadow between each operation
Ring, speed of application is slow.
Content of the invention
The present invention is to solve above-mentioned deficiency, there is provided a kind of tunnel branch base tunnel construction method.
The above-mentioned purpose of the present invention is realized by following technical scheme：A kind of tunnel branch base tunnel construction method, its
It is characterised by：Comprise the following steps：
(1) preparation：Carry out drawing joint examination and work of confiding a technological secret before construction first, carry out live hole place simultaneously
Smooth, equipment and materials preparation；And the centrage in measuring tunnel and sideline, some cross-sectional views are painted to light and shade interface segment, according to
Massif side slope line and the plane relation in tunnel, determine shield arch position；
(2) Shed-pipe Advanced Support, ductule construction：
1., before pipe roof construction, first carry out 2m cased arch construction, embedded 5 Pin I18 I-steel in set arch, and by pipe canopy guide pipe Φ
127 × 4mm aperture sealing of tube is accurately fixed on I18 I-steel, and inclination angle becomes 5 °～10 ° angles with tunnel longitudinal gradient, in case pipe canopy
Invade in tunnel excavation section because drilling rod deadweight is sunk during boring, thus hindering the excavation construction in tunnel, shield arch concrete placings
Good aperture after mouth pipe is numbered；
2. pipe canopy adopts hot rolled seamless steel tube Φ 108mm, wall thickness 6mm, saves long 3m or 6m, pipe is away from the uniform cloth of 40cm spacing
Hole；Inclination angle, parallel to gradient incline, is oriented parallel to route center line, and steel pipe construction error is radially not more than 20cm；
3. pipe canopy adopts blast drill carriage in crawler type SKM130, levelling of the land before boring, accurately determines hole position, in drilling process
In do not shift and tilt, boring alternately, is often drilled hole jacking steel pipe immediately, in pipe, total length sets exhaustor, and stretches
Outlet spout, at steel pipe and aperture gap closure closely knit it is ensured that during slip casting serosity do not spill over；
4. adopt GZJB type double-fluid grouting machine after installing steel pipe, serosity is by TBW250/15 type mixing hollander mixing；Slip casting material
Material：Two fluid grouting；Cement mortar and waterglass volume ratio 1: 0.5, the cement mortar ratio of mud 1: 1, waterglass 40 Baume degrees, waterglass mould
Number is 2.4；First pressing 0.5-1.0MPa, final pressure 2.5MPa, stop slip casting after holding pressure 15min；Grouting amount should meet the requirement of design,
If grouting amount transfinites, not up to pressure requirements when, concentration of slurry should be adjusted and continue slip casting it is ensured that boring surrounding rock body and steel pipe week
Enclose pore filling full；" single " number hole, Reperfu- sion " double " number hole is first irrigated during slip casting；After pressure reaches 2.5MPa, voltage stabilizing is very
Zhong Hou, and enter to starch proportion identical with pulp proportion when stop slip casting；Special messenger will be had during slip casting to carry out filling in of slip casting log, real
Border records the plasma volume of the every 5min of slip casting；
5. be first accurately positioned installation one Pin steel arch-shelf entering hole face, outside steel arch-shelf along the line by design document requirement
Apply advanced tubule in the range of 130 ° of tunnel arch, ductule adopts YT28 type air drill perforate, opening diameter is 50mm, and
With the blowpipe that blast is 0.5～0.6MPa, sandstone is blown out, drilling depth is not less than design hole depth；Pointed cone is made in ductule front end
Shape, afterbody welding φ 8mm reinforcing bar is put more energy into hoop, every 30cm blossom type jewel hole on tube wall, eyelet a diameter of φ 8mm, tail length
100cm is as the only slurry section do not holed；After pore-forming, inspection declaration is verified, qualified after by ductule press design requirement with band impact
YT28 type air drill heads into ductule in hole, expose 10-20cm convenient install to stop starch flexible pipe, after the completion of slip casting by ductule with
Steelframe welding collectively constitutes pre support system；
(3) arch Ring Cutting：For the V level country rock that geological conditions is poor, because surrounding rock stability is poor, should in construction
Follow the basic principle of " managing advanced, tight slip casting, short excavation, strong supporting, diligent measurement, early closing ", V level country rock should first advance support
After excavate, Portal Section pre support adopt " pipe canopy+slip casting ", other sections of barrel adopt " ductule+slip casting " pre support, excavate adopt
Human assisted mining machine excavates, and is directly transported to outside hole with loader, is transported with dumper.Often excavating cyclic advance is 1.0m, by
Survey crew control direction and elevation, and release excavation contour line, left and right sides excavation with guide pit radius 6.252m, remainder is arch
Portion's excavation width, excavates along excavation contour line during construction, excavation face should be as smoother as possible, to reduce stress concentration, strictly by applying
Work Authority Contro1 out break.After the completion of excavation, preliminary bracing should be carried out in time；
(4) arch preliminary bracing and gib：
1. carry out immediately after excavating just spraying, to close country rock exposure as early as possible；Should carry out clearly to by spray scar before just spraying
Reason, first sprays 4-6cm thickness concrete enclosing scar after the completion of cleaning；
2. just after spray concrete, I18 steelframe spacing 50cm is installed in time, is fixed with connecting reinforcing bar using lock foot anchoring stock, lock foot anchor
Bar adopts the long Φ of 4m 22 grouting rock bolt, longitudinally adopts Φ 22 reinforcement welding of spacing 75cm firmly, makes bow member be linked to be entirety；
3. reinforced mesh is directly erected on steel arch-shelf, and is connected firmly with steel arch-shelf and anchor pole；Using A8 sizing reinforcing bar
20cm × 20cm welded mesh, the lap of splice is 20cm；
4. system anchor bolt drilling first should draw the bolthole point position needing construction and installation on scar, straight using YT28 type air drill
Connect and pierce, connect GZJB type grouting pump and supporting filling adaptor carries out slip casting, blast controls in 0.4～0.6Mpa, gets into and sets
Borehole cleaning behind meter position, it is to avoid blocking injected hole, during slip casting, Stress control is in 1～1.5Mpa；Anchor pole spacing 0.5 × 1.0m length in length and breadth
Degree 4.0m is in that blossom type is arranged；System anchor bolt should be squeezed into vertical scar, its afterbody and steel arch-shelf firm welding；Injecting paste material adopts
Neat slurry, cement mortar concentration 0.5: 1.5～1: 1.5, grouting pressure 0.6～1.0MPa, during slip casting, initial grouting pressure
0.3mpa to be maintained at, when reaching design pressure 1.0, after air vent pulp, stops slip casting, starches flexible pipe closed orifices with stopping；
5., after system anchor bolt construction, first spray scar is carried out clearing up it is sprayed onto design thickness again；Reality must be sprayed in bow member behind, no
Must there is cavity；
6. by design and code requirement combine on-site actual situations, embedded monitoring measurement observation station, grasp construction in time
During occur various situations, the generation of Accident prevention, for the later stage remove temporary support provide accurate metric data；
7. arch temporary support adopts the fan-shaped support of I22 I-steel, at interval of 1 Pin steel arch-shelf setting together, longitudinal pitch
1.0m, fan-shaped support bottom void slag is cleaned out and uses concrete levelling, then is welded integral with I22 I-steel, and sector supports middle
Use Φ 22 bar connecting again；Suspend area surface construction after the excavation supporting circulation 10m of arch；
(5) left and right excavation with guide pit and supporting：
1. after the completion for the treatment of arch excavation supporting, and fall behind arch face 10m, carry out side base tunnel advanced tubule and apply
Work；
2., after the completion of advanced tubule construction, side excavation with guide pit, preliminary bracing and gib are carried out；The side wall initial stage props up
Shield steel arch-shelf should be connected firmly with arch steel arch-shelf, and side wall drift preliminary bracing construction method is identical with arch；
3., formerly after construction side excavation with guide pit 5-8m, opposite side excavation with guide pit, preliminary bracing and gib are carried out；
4. bury monitoring measurement observation station, the various situations occurring in grasp work progress in time, the generation of Accident prevention,
Removing temporary support for the later stage provides accurate metric data；
5. after the completion of both sides excavation with guide pit, preliminary bracing and gib construction, according to monitoring and measurement data, determine arch
After portion is stable, remove arch temporary support；
6., after removing arch temporary support, arch, double -side approach construction circulation are carried out；
(6) Core Soil and inverted arch excavate：
1. according to metrology data, after determining that double side wall is stable, remove double side wall gib, in demolishing process, two side should
Stagger, prevent stress mutation from causing preliminary bracing to deform；
2., after removing double side wall gib, carry out Core Soil excavation and inverted arch excavates；
(7) tunnel bottom preliminary bracing：
1. carry out immediately after excavating just spraying, to close country rock exposure as early as possible, jetting cement is thick to be required according to design drawing
Carry out；
2. press design requirement and set up steel arch-shelf, be connected with side wall steel arch-shelf, make overall steel arch-shelf closing cyclization；
(8) inverted arch pours, fills：
1. by design drawing requirement laying inverted arch reinforcing bar, carry out inverted arch concreting again；
2. lay after drain pipe by design drawing requirement, then carry out inverted arch filling and pour；
(9) secondary lining：
1. deform basicly stable in country rock and preliminary bracing, displacement convergence substantially slows down, produced items displacement
Under conditions of meeting design requirement, carry out Second Lining Construction, in order to ensure two lining concrete qualities, template adopts the hydraulic pressure of 9m
Integral movable type steel formwork trolley, is uniformly distributed 12 form vibrators on trolley formwork；Concrete blending station outside hole
Centralized mixing, 9m3Concrete tank transports, and delivery pump is pumped into mould；Must be symmetrical before pouring, in case chassis displacement and mould
Plate deforms, and should be continuously finished a mould concreting, and mode of vibration is shaken using poker vibrator cooperation attached vibrator
Smash；
2. striking time：Not load-carrying members form removal when two lining concrete strengths reach 2.5Mpa, load-carrying members are secondary
Lining concrete intensity reaches form removal during design strength 70%；
3. two lining concrete arrange special messenger periodically to carry out maintenance of sprinkling water after form removal.
The present invention improves working environment, ensures construction safety, improves efficiency of construction；And for shallow embedding, broken tunnel it is ensured that
Arch scope country rock will not cave in, roof fall the problems such as, reduce construction risk；Also environmental protection simultaneously：Tunnel scheme typically requires
Face-upward slope is carried out brush slope, change original topography and geomorphology, digging process pole causes face-upward slope unstability, and base tunnel partial excavation method can
Realize the construction technology that " zero excavation " enters hole, realize engineering and environment and join in a common effort one.
Present invention advantage compared with prior art is：Using the construction method of the present invention, to rock crusher big across shallow
Bury tunnel, can prevent arch from caving in, its construction overall process is in safe and stable, quick controllable state；Quality project rate
More than 95% can be reached it is ensured that no industrial accident occurs.
Brief description
The schematic cross-sectional view that the traditional two side-wall pilot tunnel of Fig. 1 excavates.
The schematic longitudinal section that the traditional two side-wall pilot tunnel of Fig. 2 excavates.
Schematic cross-sectional view is excavated in Fig. 3 construction method of the present invention.
Schematic longitudinal section is excavated in Fig. 4 construction method of the present invention.
In Fig. 5 construction method of the present invention, branch's pilot tunnel method excavates perspective view.
The construction method flow chart of Fig. 6 present invention.
The schematic diagram of arch Ring Cutting in Fig. 7 construction method of the present invention.
The schematic diagram of left and right excavation with guide pit in Fig. 8 construction method of the present invention.
The schematic diagram of Core Soil and inverted arch excavation in Fig. 9 construction method of the present invention.
Specific embodiment
Below in conjunction with the accompanying drawings the present invention is described in further detail.
Branch of the present invention pilot tunnel method technological principle：Based on rock mass mechanics theory, summed up point using New Austrian Tunneling Method principle
Portion's pilot tunnel method construction method, will be divided into annular arch, left and right side base tunnel, central core four parts of soil by cavern excavation section.
The determination principle of size of heading can be according to on-site actual situations flexible arrangement, and annular arch size is advisable with convenient construction operation,
General height is 2m, and no more than the 1/3 of section maximum span, shape should be bordering on elliptical section to left and right base tunnel width,
The distance that left and right side base tunnel staggers, should will not ripple according to the impact excavating the redistribution of the surrouding rock stress caused by side base tunnel
And opposite side has become the principle of will base tunnel to determine, the reasonable distance between each base tunnel is 1.0B, to ensure that multiple operation circulates
Line production, it is to avoid construction interferes, improves efficiency of construction.Concrete construction method is first arch Ring Cutting supporting, stable
Arch, separated by a distance with annular arch after, left (right) excavation with guide pit supporting, then undertake mid portion country rock with side wall supporting
Gravity, make excavated surface form preferable stability, shorten excavated section preliminary bracing closure the cyclization time it is ensured that
Construction safety, its scope of application master be top rock country rock more open it is impossible to form the section of Load -carring arch.Fig. 3 is branch
Pilot tunnel method excavates schematic cross-sectional view, and Fig. 4 is schematic longitudinal section, and Fig. 5 is to excavate perspective view.Construction operation order is as follows：
(1) annular arch is excavated；
(2) annular arch preliminary bracing；
(3) left (right) excavation with guide pit；
(4) left (right) base tunnel preliminary bracing；
(5) right (left) excavation with guide pit top bar is excavated；
(6) right (left) base tunnel preliminary bracing top bar preliminary bracing；
(7) central core soil excavates, base tunnel next door is removed；
(8) inverted arch preliminary bracing；
(9) inverted arch pours in advance；
(10) tunneling boring secondary lining.
For small-clear-distance tunnel due between adjacent two tunnels excavation can produce and influence each other, and cause rock column in-between
Repeatedly disturbance, if construction spacing in row hole closely can have a strong impact on very much the stability of rock column in-between one after another, far can extend work very much again
Phase, during construction, desirable 1.5B is to excavate spacing, to ensure to apply safety.
For the Large span tunnel in Shallow-buried location, when excavating using branch's pilot tunnel method, first excavate shallow embedding side tunnel, when
When vertical stress is maximum principal stress, first excavates the base tunnel by rock column in-between and to surrounding rock stability and control deformation advantageously,
When horizontal crustal stress be maximum principal stress when, first excavate away from rock column in-between base tunnel advantageously.Work progress should weigh
Point reinforces arch springing and rock column in-between, and should perform inverted arch in time, strengthens country rock stability in the large, prevents pucking phenomenon.
As shown in fig. 6, the comprising the following steps that of a kind of tunnel branch base tunnel construction method of the present invention：
(1) preparation：Carry out drawing joint examination and work of confiding a technological secret before construction first, carry out live hole place simultaneously
Smooth, equipment and materials preparation；And the centrage in measuring tunnel and sideline, some cross-sectional views are painted to light and shade interface segment, according to
Massif side slope line and the plane relation in tunnel, determine shield arch position；
(2) Shed-pipe Advanced Support, ductule construction：
1., before pipe roof construction, first carry out 2m cased arch construction, embedded 5 Pin I18 I-steel in set arch, and by pipe canopy guide pipe Φ
127 × 4mm aperture sealing of tube is accurately fixed on I18 I-steel, and inclination angle becomes 5 °～10 ° angles with tunnel longitudinal gradient, in case pipe canopy
Invade in tunnel excavation section because drilling rod deadweight is sunk during boring, thus hindering the excavation construction in tunnel, shield arch concrete placings
Good aperture after mouth pipe is numbered；
2. pipe canopy adopts hot rolled seamless steel tube Φ 108mm, wall thickness 6mm, saves long 3m or 6m, pipe is away from the uniform cloth of 40cm spacing
Hole；Inclination angle, parallel to gradient incline, is oriented parallel to route center line, and steel pipe construction error is radially not more than 20cm；
3. pipe canopy adopts blast drill carriage in crawler type SKM130, levelling of the land before boring, accurately determines hole position, in drilling process
In do not shift and tilt, boring alternately, is often drilled hole jacking steel pipe immediately, in pipe, total length sets exhaustor, and stretches
Outlet spout, at steel pipe and aperture gap closure closely knit it is ensured that during slip casting serosity do not spill over；
4. adopt GZJB type double-fluid grouting machine after installing steel pipe, serosity is by TBW250/15 type mixing hollander mixing；Slip casting material
Material：Two fluid grouting；Cement mortar and waterglass volume ratio 1: 0.5, the cement mortar ratio of mud 1: 1, waterglass 40 Baume degrees, waterglass mould
Number is 2.4；First pressing 0.5-1.0MPa, final pressure 2.5MPa, stop slip casting after holding pressure 15min；Grouting amount should meet the requirement of design,
If grouting amount transfinites, not up to pressure requirements when, concentration of slurry should be adjusted and continue slip casting it is ensured that boring surrounding rock body and steel pipe week
Enclose pore filling full；" single " number hole, Reperfu- sion " double " number hole is first irrigated during slip casting；After pressure reaches 2.5MPa, voltage stabilizing is very
Zhong Hou, and enter to starch proportion identical with pulp proportion when stop slip casting；Special messenger will be had during slip casting to carry out filling in of slip casting log, real
Border records the plasma volume of the every 5min of slip casting；
5. be first accurately positioned installation one Pin steel arch-shelf entering hole face, outside steel arch-shelf along the line by design document requirement
Apply advanced tubule in the range of 130 ° of tunnel arch, ductule adopts YT28 type air drill perforate, opening diameter is 50mm, and
With the blowpipe that blast is 0.5～0.6MPa, sandstone is blown out, drilling depth is not less than design hole depth；Pointed cone is made in ductule front end
Shape, afterbody welding φ 8mm reinforcing bar is put more energy into hoop, every 30cm blossom type jewel hole on tube wall, eyelet a diameter of φ 8mm, tail length
100cm is as the only slurry section do not holed；After pore-forming, inspection declaration is verified, qualified after by ductule press design requirement with band impact
YT28 type air drill heads into ductule in hole, expose 10-20cm convenient install to stop starch flexible pipe, after the completion of slip casting by ductule with
Steelframe welding collectively constitutes pre support system；
(3) arch Ring Cutting：As shown in fig. 7, for the poor V level country rock of geological conditions, because surrounding rock stability is relatively
Difference, should follow the basic principle of " advanced, the tight slip casting of pipe, short excavation, strong supporting, duty measure, early close ", V level country rock in construction
Should excavate after first advance support, Portal Section pre support adopts " pipe canopy+slip casting ", and other sections of barrel are pre- using " ductule+slip casting "
Supporting, is excavated and is excavated using human assisted mining machine, be directly transported to outside hole with loader, transported with dumper.Often excavate circulation
Drilling depth is 1.0m, by survey crew control direction and elevation, and releases excavation contour line, left and right sides excavation with guide pit radius
6.252m, remainder is arch excavation width, excavates along excavation contour line, excavation face should be as smoother as possible, to subtract during construction
Few stress concentration, strictly presses job specfication and controls out break.After the completion of excavation, preliminary bracing should be carried out in time；
(4) arch preliminary bracing and gib：
1. carry out immediately after excavating just spraying, to close country rock exposure as early as possible；Should carry out clearly to by spray scar before just spraying
Reason, first sprays 4-6cm thickness concrete enclosing scar after the completion of cleaning；
2. just after spray concrete, I18 steelframe spacing 50cm is installed in time, is fixed with connecting reinforcing bar using lock foot anchoring stock, lock foot anchor
Bar adopts the long Φ of 4m 22 grouting rock bolt, longitudinally adopts Φ 22 reinforcement welding of spacing 75cm firmly, makes bow member be linked to be entirety；
3. reinforced mesh is directly erected on steel arch-shelf, and is connected firmly with steel arch-shelf and anchor pole；Using A8 sizing reinforcing bar
20cm × 20cm welded mesh, the lap of splice is 20cm；
4. system anchor bolt drilling first should draw the bolthole point position needing construction and installation on scar, straight using YT28 type air drill
Connect and pierce, connect GZJB type grouting pump and supporting filling adaptor carries out slip casting, blast controls in 0.4～0.6Mpa, gets into and sets
Borehole cleaning behind meter position, it is to avoid blocking injected hole, during slip casting, Stress control is in 1～1.5Mpa；Anchor pole spacing 0.5 × 1.0m length in length and breadth
Degree 4.0m is in that blossom type is arranged；System anchor bolt should be squeezed into vertical scar, its afterbody and steel arch-shelf firm welding；Injecting paste material adopts
Neat slurry, cement mortar concentration 0.5: 1.5～1: 1.5, grouting pressure 0.6～1.0MPa, during slip casting, initial grouting pressure
0.3mpa to be maintained at, when reaching design pressure 1.0, after air vent pulp, stops slip casting, starches flexible pipe closed orifices with stopping；
5., after system anchor bolt construction, first spray scar is carried out clearing up it is sprayed onto design thickness again；Reality must be sprayed in bow member behind, no
Must there is cavity；
6. by design and code requirement combine on-site actual situations, embedded monitoring measurement observation station, grasp construction in time
During occur various situations, the generation of Accident prevention, for the later stage remove temporary support provide accurate metric data；
7. arch temporary support adopts the fan-shaped support of I22 I-steel, at interval of 1 Pin steel arch-shelf setting together, longitudinal pitch
1.0m, fan-shaped support bottom void slag is cleaned out and uses concrete levelling, then is welded integral with I22 I-steel, and sector supports middle
Use Φ 22 bar connecting again；Suspend area surface construction after the excavation supporting circulation 10m of arch；
(5) left and right excavation with guide pit and supporting：Left and right excavation with guide pit as shown in figure 8,
1. after the completion for the treatment of arch excavation supporting, and fall behind arch face 10m, carry out side base tunnel advanced tubule and apply
Work；
2., after the completion of advanced tubule construction, side excavation with guide pit, preliminary bracing and gib are carried out；The side wall initial stage props up
Shield steel arch-shelf should be connected firmly with arch steel arch-shelf, and side wall drift preliminary bracing construction method is identical with arch；
3., formerly after construction side excavation with guide pit 5-8m, opposite side excavation with guide pit, preliminary bracing and gib are carried out；
4. bury monitoring measurement observation station, the various situations occurring in grasp work progress in time, the generation of Accident prevention,
Removing temporary support for the later stage provides accurate metric data；
5. after the completion of both sides excavation with guide pit, preliminary bracing and gib construction, according to monitoring and measurement data, determine arch
After portion is stable, remove arch temporary support；
6., after removing arch temporary support, arch, double -side approach construction circulation are carried out；
(6) Core Soil and inverted arch excavate：As shown in figure 9,
1. according to metrology data, after determining that double side wall is stable, remove double side wall gib, in demolishing process, two side should
Stagger, prevent stress mutation from causing preliminary bracing to deform；
2., after removing double side wall gib, carry out Core Soil excavation and inverted arch excavates；
(7) tunnel bottom preliminary bracing：
1. carry out immediately after excavating just spraying, to close country rock exposure as early as possible, jetting cement is thick to be required according to design drawing
Carry out；
2. press design requirement and set up steel arch-shelf, be connected with side wall steel arch-shelf, make overall steel arch-shelf closing cyclization；
(8) inverted arch pours, fills：
1. by design drawing requirement laying inverted arch reinforcing bar, carry out inverted arch concreting again；
2. lay after drain pipe by design drawing requirement, then carry out inverted arch filling and pour；
(9) secondary lining：
1. deform basicly stable in country rock and preliminary bracing, displacement convergence substantially slows down, produced items displacement
Under conditions of meeting design requirement, carry out Second Lining Construction, in order to ensure two lining concrete qualities, template adopts the hydraulic pressure of 9m
Integral movable type steel formwork trolley, is uniformly distributed 12 form vibrators on trolley formwork；Concrete blending station outside hole
Centralized mixing, 9m3Concrete tank transports, and delivery pump is pumped into mould；Must be symmetrical before pouring, in case chassis displacement and mould
Plate deforms, and should be continuously finished a mould concreting, and mode of vibration is shaken using poker vibrator cooperation attached vibrator
Smash；
2. striking time：Not load-carrying members form removal when two lining concrete strengths reach 2.5Mpa, load-carrying members are secondary
Lining concrete intensity reaches form removal during design strength 70%；
3. two lining concrete arrange special messenger periodically to carry out maintenance of sprinkling water after form removal.
Example：Lishui City 50 provincial highway lotus all section road improvenment the 4th contract section road gulf Tunnel Engineering total prices 5469.9 ten thousand
Unit, is separate tunnel, class of loading：Highway-I level, Tunnel Design speed per hour 60km/h.Left hole starting point mileage K4+040, terminal
Mileage K4+703, length of tunnel is 663m.Portal Section (K4+040-K4+115) ground mulching is entered in left tunnel hole the residual of 6-9m thickness
Slope accumulation body, surface vegetation is developed, and this section is shallow embedding, bias location, joints development, and country rock is weak, and subsoil water is relatively developed, and belongs to
V level country rock, surrounding rock stability is poor, when arch and side wall non-support, can produce and caves in, falls the problems such as block, slump.50 provincial highway lotuses are all
Section road improvenment road gulf left tunnel hole Shallow-buried section starts to construct using this engineering method on March 26th, 2013,2013
, on August completed to construct for 8, and averagely daily progress is 0.55m.Using after this engineering method, construction overall process is in safe and stable, fast
The controllable state of speed.Quality project rate reaches more than 95%, and no industrial accident occurs, and has obtained the good of various circles of society
Comment.
The foregoing is only embodiments of the invention, not thereby limit the present invention the scope of the claims, every using this
Equivalent structure or equivalent flow conversion that bright description is made, or directly or indirectly it is used in other related technology necks
Domain, is included within the scope of the present invention.
Claims (1)
1. a kind of tunnel branch base tunnel construction method it is characterised in that：Comprise the following steps：
(1) preparation：Carry out drawing joint examination and work of confiding a technological secret before construction first, carry out live hole place simultaneously and put down
Whole, equipment and materials preparation；And the centrage in measuring tunnel and sideline, some cross-sectional views are painted to light and shade interface segment, according to mountain
Body side slope line and the plane relation in tunnel, determine shield arch position；
(2) Shed-pipe Advanced Support, ductule construction：
1., before pipe roof construction, first carry out 2m cased arch construction, embedded 5 Pin I18 I-steel in set arch, and by pipe canopy guide pipe Φ 127
× 4mm aperture sealing of tube is accurately fixed on I18 I-steel, and inclination angle becomes 5 °～10 ° angles with tunnel longitudinal gradient, in case the boring of pipe canopy
When, invade in tunnel excavation section because drilling rod deadweight is sunk, thus hindering the excavation construction in tunnel, after shield arch concrete placings are good
Orifice tube is numbered；
2. pipe canopy adopts hot rolled seamless steel tube Φ 108mm, wall thickness 6mm, saves long 3m or 6m, pipe is away from the uniform cloth hole of 40cm spacing；Incline
Angle, parallel to gradient incline, is oriented parallel to route center line, and steel pipe construction error is radially not more than 20cm；
3. pipe canopy adopts blast drill carriage in crawler type SKM130, levelling of the land before boring, accurately determines hole position, in drilling process not
Shift and tilt, boring alternately, is often drilled hole jacking steel pipe immediately, in pipe, total length sets exhaustor, and protruded tube
Mouthful, at steel pipe and aperture gap block closely knit it is ensured that during slip casting serosity do not spill over；
4. adopt GZJB type double-fluid grouting machine after installing steel pipe, serosity is by TBW250/15 type mixing hollander mixing；Injecting paste material：
Two fluid grouting；Cement mortar and waterglass volume ratio 1: 0.5, the cement mortar ratio of mud 1: 1, waterglass 40 Baume degrees, modulus of water glass
For 2.4；First pressing 0.5-1.0MPa, final pressure 2.5MPa, stop slip casting after holding pressure 15min；Grouting amount meets the requirement of design, if note
Slurry amount transfinites, not up to pressure requirements when, adjustment concentration of slurry continue slip casting it is ensured that boring surrounding rock body and steel pipe around hole
Filling is full；" single " number hole, Reperfu- sion " double " number hole is first irrigated during slip casting；After voltage stabilizing ten minutes after pressure reaches 2.5MPa,
And enter to starch proportion identical with pulp proportion when stop slip casting；Special messenger to be had during slip casting to carry out filling in of slip casting log, actual note
The plasma volume of the record every 5min of slip casting；
5. be first accurately positioned installation one Pin steel arch-shelf entering hole face, outside steel arch-shelf along the line by design document requirement in tunnel
Advanced tubule is applied, ductule adopts YT28 type air drill perforate, opening diameter is 50mm, and uses wind in the range of 130 ° of road arch
The blowpipe for 0.5～0.6MPa is pressed to blow out sandstone, drilling depth is not less than design hole depth；Sharp cone distal is made in ductule front end,
Afterbody welding φ 8mm reinforcing bar is put more energy into hoop, every 30cm blossom type jewel hole on tube wall, eyelet a diameter of φ 8mm, and tail length
100cm is as the only slurry section do not holed；After pore-forming, inspection declaration is verified, qualified after by ductule press design requirement with band impact
YT28 type air drill heads into ductule in hole, expose 10-20cm convenient install to stop starch flexible pipe, after the completion of slip casting by ductule with
Steelframe welding collectively constitutes pre support system；
(3) arch Ring Cutting：For the V level country rock that geological conditions is poor, because surrounding rock stability is poor, follow in construction
The basic principle of " managing advanced, tight slip casting, short excavation, strong supporting, diligent measurement, early closing ", opens after V level country rock elder generation advance support
Dig, Portal Section pre support adopts " pipe canopy+slip casting ", other sections of barrel adopt " ductule+slip casting " pre support, excavate using artificial
Assisted mining machine excavates, and is directly transported to outside hole with loader, is transported with dumper, and often excavating cyclic advance is 1.0m, by measuring
Personnel control direction and elevation, and release excavation contour line, left and right sides excavation with guide pit radius 6.252m, remainder is arch
Excavation width, excavates along excavation contour line during construction, and excavation face is as smoother as possible, to reduce stress concentration, strictly presses construction rule
Model controls out break, after the completion of excavation, carries out preliminary bracing in time；
(4) arch preliminary bracing and gib：
1. carry out immediately after excavating just spraying, to close country rock exposure as early as possible；Clear up to by spray scar before just spraying, cleaning
After the completion of first spray 4-6cm thickness concrete enclosing scar；
2. just after spray concrete, I18 steelframe spacing 50cm is installed in time, is fixed with connecting reinforcing bar using lock foot anchoring stock, lock foot anchoring stock is adopted
With the long Φ of 4m 22 grouting rock bolt, longitudinally adopt Φ 22 reinforcement welding of spacing 75cm firmly, make bow member be linked to be entirety；
3. reinforced mesh is directly erected on steel arch-shelf, and is connected firmly with steel arch-shelf and anchor pole；Using A8 sizing reinforcing bar 20cm
× 20cm welded mesh, the lap of splice is 20cm；
4. system anchor bolt drilling first draws the bolthole point position needing construction and installation on scar, is directly bored using YT28 type air drill
Enter, connect GZJB type grouting pump and supporting filling adaptor carries out slip casting, blast controls in 0.4～0.6Mpa, get into design position
Postpone borehole cleaning, it is to avoid blocking injected hole, during slip casting, Stress control is in 1～1.5Mpa；Anchor pole spacing 0.5 × 1.0m length in length and breadth
4.0m is in that blossom type is arranged；The vertical scar of system anchor bolt is squeezed into, its afterbody and steel arch-shelf firm welding；Injecting paste material adopts pure water
Mud, cement mortar concentration 0.5: 1.5～1: 1.5, grouting pressure 0.6～1.0MPa, during slip casting, initial grouting pressure will be protected
Hold in 0.3mpa, when reaching design pressure 1.0, after air vent pulp, stop slip casting, starch flexible pipe closed orifices with stopping；
5., after system anchor bolt construction, first spray scar is carried out clearing up it is sprayed onto design thickness again；Reality must be sprayed in bow member behind, must not have
Cavity；
6. by design and code requirement combine on-site actual situations, embedded monitoring measurement observation station, grasp work progress in time
The various situations of middle appearance, the generation of Accident prevention, removing temporary support for the later stage provides accurate metric data；
7. arch temporary support adopts the fan-shaped support of I22 I-steel, at interval of 1 Pin steel arch-shelf setting together, longitudinal pitch 1.0m,
Sector supports bottom void slag to clean out and use concrete levelling, then is welded integral with I22 I-steel, uses Φ again in the middle of fan-shaped support
22 bar connecting；Suspend area surface construction after the excavation supporting circulation 10m of arch；
(5) left and right excavation with guide pit and supporting：
1. after the completion for the treatment of arch excavation supporting, and fall behind arch face 10m, carry out side base tunnel advanced tubule construction；
2., after the completion of advanced tubule construction, side excavation with guide pit, preliminary bracing and gib are carried out；Side wall preliminary bracing steel
Bow member is connected firmly with arch steel arch-shelf, and side wall drift preliminary bracing construction method is identical with arch；
3., formerly after construction side excavation with guide pit 5-8m, opposite side excavation with guide pit, preliminary bracing and gib are carried out；
4. bury monitoring measurement observation station, grasp the various situations occurring in work progress in time, the generation of Accident prevention, after being
Phase removes temporary support and provides accurate metric data；
5., after the completion of both sides excavation with guide pit, preliminary bracing and gib construction, according to monitoring and measurement data, determine that arch is steady
After fixed, remove arch temporary support；
6., after removing arch temporary support, arch, double -side approach construction circulation are carried out；
(6) Core Soil and inverted arch excavate：
1. according to metrology data, after determining that double side wall is stable, remove double side wall gib, in demolishing process, stagger in two side,
Prevent stress mutation from causing preliminary bracing to deform；
2., after removing double side wall gib, carry out Core Soil excavation and inverted arch excavates；
(7) tunnel bottom preliminary bracing：
1. carry out immediately after excavating just spraying, to close country rock exposure as early as possible, jetting cement is thick to be required to carry out according to design drawing；
2. press design requirement and set up steel arch-shelf, be connected with side wall steel arch-shelf, make overall steel arch-shelf closing cyclization；
(8) inverted arch pours, fills：
1. by design drawing requirement laying inverted arch reinforcing bar, carry out inverted arch concreting again；
2. lay after drain pipe by design drawing requirement, then carry out inverted arch filling and pour；
(9) secondary lining：
1. deform basicly stable in country rock and preliminary bracing, displacement convergence substantially slows down, produced items displacement meets
Under conditions of design requirement, carry out Second Lining Construction, in order to ensure two lining concrete qualities, template adopts the hydraulic pressure of 9m overall
Mobile steel formwork jumbo, is uniformly distributed 12 form vibrators on trolley formwork；Concrete blending station outside hole is concentrated
Mixing, 9m3Concrete tank transports, and delivery pump is pumped into mould；Must be symmetrical before pouring, in case chassis displacement and template become
Shape, and it is continuously finished a mould concreting, mode of vibration is vibrated using poker vibrator cooperation attached vibrator；
2. striking time：Not load-carrying members form removal when two lining concrete strengths reach 2.5Mpa, load-carrying members are in secondary lining
Concrete strength reaches form removal during design strength 70%；
3. two lining concrete arrange special messenger periodically to carry out maintenance of sprinkling water after form removal.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510299337.1A CN104929648B (en) | 2015-06-03 | 2015-06-03 | A kind of tunnel branch base tunnel construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510299337.1A CN104929648B (en) | 2015-06-03 | 2015-06-03 | A kind of tunnel branch base tunnel construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104929648A CN104929648A (en) | 2015-09-23 |
| CN104929648B true CN104929648B (en) | 2017-03-01 |
Family
ID=54117041
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510299337.1A Expired - Fee Related CN104929648B (en) | 2015-06-03 | 2015-06-03 | A kind of tunnel branch base tunnel construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104929648B (en) |
Families Citing this family (25)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105863648B (en) * | 2016-04-06 | 2018-04-10 | 中铁二十三局集团第二工程有限公司 | A kind of tunneling is shallow to cover large-section tunnel construction method |
| CN107013220A (en) * | 2017-05-16 | 2017-08-04 | 深圳市瑞利源工程技术有限公司 | A kind of tunnel deep hole grouting method, pipe canopy and retrusive Grouting Pipe |
| CN107060778B (en) * | 2017-06-15 | 2019-03-05 | 中铁十一局集团第五工程有限公司 | Pass through super high-rise building group back filled region method for tunnel construction |
| CN107704675B (en) * | 2017-09-28 | 2021-07-16 | 中南大学 | Design method and model of advanced pipe shed-steel arch frame-foot locking anchor rod integrated mechanical model |
| CN107605509A (en) * | 2017-11-08 | 2018-01-19 | 中铁十局集团有限公司 | Sand-pebble layer small curve radius shallow tunnel subsurface excavation method advanced supporting construction method |
| CN108487911A (en) * | 2018-03-28 | 2018-09-04 | 中铁二院工程集团有限责任公司 | The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition |
| CN108643925A (en) * | 2018-05-17 | 2018-10-12 | 中铁十二局集团有限公司 | Intersect the cycle construction method of the tunneling section under mid-board engineering method |
| CN109026029A (en) * | 2018-10-09 | 2018-12-18 | 中建地下空间有限公司 | A kind of construction method suitable for breaking surrounding rock tunnel excavation support |
| CN109667603A (en) * | 2018-12-28 | 2019-04-23 | 中铁第四勘察设计院集团有限公司 | A kind of super shallow-buried tunnel structure and construction method |
| CN109518722A (en) * | 2019-01-22 | 2019-03-26 | 云南省建设投资控股集团有限公司 | The short underpass structure and its construction method of newly-built basement and existing subway station |
| CN109779641B (en) * | 2019-03-13 | 2023-12-15 | 大连理工大学 | Composite submarine tunnel structure based on hydraulic self-supporting characteristic and construction method |
| CN109915178B (en) * | 2019-03-29 | 2020-06-12 | 中国水利水电第三工程局有限公司 | Steel structure assisted jacking flow-reducing tunnel water plugging method |
| CN110230497A (en) * | 2019-06-24 | 2019-09-13 | 中铁隧道局集团有限公司 | A kind of positive barrel double -side approach construction method in threaded list road |
| CN110630282B (en) * | 2019-09-02 | 2021-07-06 | 中铁十八局集团有限公司 | Double-track railway tunnel weak surrounding rock advanced reinforcement simple pipe shed room |
| CN110578536A (en) * | 2019-10-15 | 2019-12-17 | 中铁十二局集团有限公司 | Excavation support reinforcing method for underground excavation section of subway to penetrate existing street crossing channel |
| CN111706352A (en) * | 2020-05-21 | 2020-09-25 | 中国水利水电第十四工程局有限公司 | Method for entering arch into hole by using bias tunnel arch sleeve |
| CN111502715B (en) * | 2020-05-29 | 2021-07-20 | 中铁第六勘察设计院集团有限公司 | Method for comprehensively constructing fractured rock mass in oversized underground cavern crossing stage |
| CN111828048B (en) * | 2020-07-28 | 2022-09-06 | 中建七局安装工程有限公司 | Method for preventing powder soil from caving at top of shallow-buried underground-excavated tunnel construction tunnel |
| CN112302662B (en) * | 2020-10-29 | 2022-10-14 | 中铁上海工程局集团有限公司 | Construction method of artificial backfill shallow-buried tunnel passing through highway |
| CN112902933A (en) * | 2021-01-21 | 2021-06-04 | 河北建设勘察研究院有限公司 | Tunnel structure deformation monitoring device and monitoring method |
| CN113236259B (en) * | 2021-06-02 | 2023-12-05 | 崔旭雄 | Special construction process for excavating and supporting bulk-junction tunnel |
| CN113401586B (en) * | 2021-06-26 | 2022-05-10 | 山东省公路桥梁建设集团有限公司 | Tunnel excavation method |
| CN113389566B (en) * | 2021-07-30 | 2022-04-08 | 中铁十二局集团有限公司 | Construction method for rapid expanding excavation and conversion by CRD (China railway track) normal double-side-wall pit guiding method |
| CN113404517B (en) * | 2021-08-03 | 2023-09-22 | 福建工程学院 | Construction method for tunnel mud bursting and water flushing |
| CN114109436A (en) * | 2021-12-01 | 2022-03-01 | 中铁二局集团有限公司 | Large-span underground excavation construction method for subway station |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3266257A (en) * | 1963-05-31 | 1966-08-16 | Robbins & Assoc James S | Shield tunneling method and mechanism |
| CN101737061B (en) * | 2009-12-24 | 2011-11-16 | 中国水电顾问集团华东勘测设计研究院 | Method for constructing double-arch tunnel by rebuilding and expanding existing single-hole tunnel |
| CN101858220B (en) * | 2010-05-28 | 2012-02-22 | 深圳市建设（集团）有限公司 | Tunnel double upper sidewall heading construction method |
| CN102182466B (en) * | 2011-04-08 | 2013-05-01 | 中铁上海设计院集团有限公司 | Excavating method for jump-digging of double-side wall guide pit combined arch part of tunnel |
| CN102587924A (en) * | 2012-03-26 | 2012-07-18 | 中铁十三局集团第四工程有限公司 | Construction method for shallow-buried high-water-content clayed soil tunnel |
| CN102720504A (en) * | 2012-06-13 | 2012-10-10 | 北京市公路桥梁建设集团有限公司 | Double-side-wall-pilot-hole subsection bench cut method construction method |
| CN104405399B (en) * | 2014-09-18 | 2017-05-31 | 中铁建大桥工程局集团第二工程有限公司 | One kind passes through drift sand stratum tunnel excavation support body engineering method |
-
2015
- 2015-06-03 CN CN201510299337.1A patent/CN104929648B/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN104929648A (en) | 2015-09-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104929648B (en) | A kind of tunnel branch base tunnel construction method | |
| CN104612698B (en) | A kind of shallow-depth-excavation tunnel top bar interval wall construction method | |
| CN106337686B (en) | Three layers of subway station canopy structure of rocky stratum tunneling and construction method | |
| CN102606162B (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN104500077B (en) | A kind of shallow-depth-excavation tunnel passes through cottage area construction method | |
| CN105443132B (en) | Shallow buried covered excavation cross stull method for tunnel construction | |
| CN102226403B (en) | Construction method of large-span subway station main body by using arched cover method and station main body structure | |
| CN101440708B (en) | PBA shallow buried underground excavating close range large section three-hole separated island type structure construction method | |
| CN104564128B (en) | A kind of shallow-depth-excavation tunnel construction deformation monitoring method | |
| CN104453921B (en) | A kind of Soft Rock Tunnel Excavation construction technology | |
| CN106437726B (en) | Shallow-depth-excavation tunnel crosses ground fissure crushed zone construction method | |
| CN107542470B (en) | Existing railway Business Line construction method is worn under the shallow tunnel of karst broken region | |
| CN110017144B (en) | Loess tunnel three-step construction method considering substrate reinforcement treatment | |
| CN109026064B (en) | Construction method for large-span multi-arch tunnel with semi-bright and semi-dark | |
| CN202707075U (en) | Long-span subway station main structure constructed based on column and arch method | |
| CN110700841B (en) | Double-side-wall guide pit type excavation method for tunnel excavation | |
| CN205977229U (en) | Arcading tunnel non - flushes entrance to a cave structure suitable for bias voltage condition | |
| CN110130927A (en) | A kind of carbonaceous slate serious deformation control construction method | |
| CN105587320B (en) | Rich water sand-pebble layer abnormal shape deep shaft structural system and its construction method | |
| CN102748040A (en) | Main structure for metro long-span station and pillar arching construction method thereof | |
| CN109538246A (en) | Ledge method tunneling subway station arch springing ruggedized construction and construction method | |
| CN106979021A (en) | Large-section loess tunnel is excavated and preliminary bracing quick closure looping technique | |
| CN110374657A (en) | The Mining Method Subway Tunnel ventilating shaft and its construction method of " well after first shield " | |
| CN111794774A (en) | Rapid entering protection structure of half cut single-pressure open cut tunnel and construction method | |
| CN100513705C (en) | Underground Beam-Pile Frame Structure for Slope Reinforcement |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into 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 |
Granted publication date: 20170301 Termination date: 20170603 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |