CN106194196B - A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method - Google Patents
A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method Download PDFInfo
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- CN106194196B CN106194196B CN201610698815.0A CN201610698815A CN106194196B CN 106194196 B CN106194196 B CN 106194196B CN 201610698815 A CN201610698815 A CN 201610698815A CN 106194196 B CN106194196 B CN 106194196B
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Abstract
A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method including karst cave treatment, pre-pouring grout, excavate upper arcuate base tunnel, step in excavation, three steps, seven footwork for excavating three layers of step in the middle part of getting out of a predicament or an embarrassing situation and excavating.Construction space of the invention is big, facilitates mechanized construction, can more work surface parallel operations, work efficiency is higher；It is convenient when geological conditions changes, convenient for flexibly, convert working procedure in time, adjust construction method；It adapts to different spans and a variety of form of fracture, preliminary bracing process operations is convenient；On the basis of benching tunnelling method excavates, remaining core soil in advance controls the excavation that is staggered, and is conducive to excavated surface and stablizes；When surrouding rock deformation is larger or mutation, under the premise of guaranteeing safety and meeting Clearance requirement, closing time can be adjusted as early as possible, it is widely used on the stratum of the special geologic condition of solution cavity, it needs quick, the safe and effective tunnel excavation by the geological conditions to construct, guarantees the safety of construction with tunnel.
Description
Technical field
The present invention relates to constructing tunnel field, especially a kind of tunnelling encounters hole body and dredges deeply, fills plentiful large size
Karst cave treatment and tunnel excavation method when solution cavity.
Background technique
The formation of solution cavity is the long-term corrosion of In Limestone Area underground water as a result, insoluble calcium carbonate is by water in limestone
The calcium bicarbonate of microsolubility can be converted into the effect of carbon dioxide.The geological phenomenon will affect its peripheral rock stability and
Mechanics distribution situation influences the engineering construction quality on periphery.
In engineering construction, part construction technology is affected to surrouding rock stress distribution, encounters unavoidable solution cavity, work
The dangerous and unstable factor of journey structure increases, and construction technology becomes many and diverse, and the uncertainty and risk of entire engineering also exist
It is continuously increased.
In the construction process, it is commonplace to appear in the case near tunnel for solution cavity, especially super-large span Karst Tunnel
I.e. 18 meters of span or more, when large-scale solution cavity is crossed under tunnel sidewalls and bottom plate, generally use side heading method, interval wall approach and friendship
The method that fork interval wall approach etc. needs to remove gib and stress check calculation causes insecurity factor, there are the construction time it is longer,
It is unfavorable for adjusting the various problems of closing time, inconvenient mechanical execution and working procedure frequent transitions in time.
Summary of the invention
The object of the present invention is to provide a kind of large-scale karst cave treatment for crossing tunnel trunk and excavation methods, to solve existing
There are the construction time is longer when Tunnel Passing solution cavity, exists and be unfavorable for adjusting closing time, inconvenient mechanical execution, construction in time
The technical issues of process frequent transitions.
To achieve the above object, the present invention adopts the following technical scheme:
A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method, the tunnel are Karst Tunnel, construction procedure
It is as follows:
Step 1, large-scale solution cavity cross when the side wall of tunneling and bottom plate position, in side wall and floor level position
Two sides and bottom plate on the downside of set up template and formed by integrally casting there are two concrete bearing, the cross sections of the concrete bearing
Size is greater than the height of large-scale solution cavity, which need to be embedded to country rock and solution cavity downside on the upside of solution cavity respectively
Within country rock, the longitudinal length of the concrete bearing is greater than the depth of solution cavity, has also installed one group in the concrete bearing
The support drain cavern template longitudinally disposed along support, and support drain cavern, the support drain cavern are formed after concreting
Size and spacing need to be designed according to actual loading, guarantee that solution cavity cannot be blocked in the case where top tunnel load safety；
Step 2, applies the country rock drain cavern of large-scale solution cavity on the downside of the solution cavity in country rock, and two of the country rock drain cavern
Opening is connected to the large-scale solution cavity of support two sides respectively；
Step 3, tunnel use tunneling boring curtain pre-pouring grout or tunneling boring periphery pre-pouring grout；
Step 4 excavates upper arcuate base tunnel: the arch circumferential direction in tunnel excavates upper arcuate base tunnel, and reserved core
Soil, circumferential direction excavate cyclic advance amount and are equipped with according to the steelframe spacing of preliminary bracing, are no more than 1.5m, sprayed after excavation,
Anchor, net system supporting, while being reinforced using slip casting ductule radial grouting, the steelframe of preliminary bracing is set up, in the arch springing of steelframe
At the above 30cm height, the two sides for being close to steelframe set up lock foot anchoring stock along 30 ° of angle of declination, and lock foot anchoring stock and steelframe weld, multiple
Pneumatically placed concrete to design thickness forms just branch arch；
Step 5 excavates in left side step in step and right side: excavating drilling depth amount and matched according to the steelframe spacing of preliminary bracing
It closes setting, be no more than 1.5m, excavation height 3-3.5m, left and right sides step is staggered 2-3m, and just spray 3-5cm is thick immediately after excavation
Then concrete is sprayed, anchor, net system supporting, along tunnel excavation direction spreading steelframe, in the above 30cm high of the arch springing of steelframe
At degree, the two sides for being close to steelframe set up lock foot anchoring stock along 30 ° of angle of declination, and lock foot anchoring stock and steelframe weld, and multiple pneumatically placed concrete is extremely
Design thickness forms just branch side wall top；
Step 6 continues to get out of a predicament or an embarrassing situation on the left of excavation and get out of a predicament or an embarrassing situation with right side using the method in step 5, forms just branch side wall
Lower part and tunnel floor edge；
Step 7, the position remaining core soil in advance that step and middle part are got out of a predicament or an embarrassing situation in middle part top bar, middle part, each bench excavation
Afterwards, it applies in the middle part of tunnel floor, will be laid in armored concrete bridge in the middle part of tunnel floor.
In the step 1, the large size solution cavity crosses left side wall lower part and entire bottom plate from tunnel right-side wall, described
Concrete bearing is respectively that left side support and right side support, the bottom of the left side support are stepped along tunnel cross section direction
It is embedded on the downside of solution cavity in country rock, the inside of the left side support and first branch side wall lower outside and the baseplate underside company of fitting
It connects, on the upside of the top embedment solution cavity of the left side support in country rock, on the downside of the bottom embedment solution cavity of the right side support in country rock,
It is fitted and connected on the inside of the inside of right side support and first branch side wall, country rock on the upside of the top braces solution cavity of the right side support.
In the step 3, pre-grouting advance support be all made of diameter be 108mm steel tube shed, steel tube shed be arranged ring away from for
50cm。
In the step 4, the length of remaining core soil in advance is 3-5m, and width is the 1/3-1/2 of tunnel excavation width.
Compared with prior art the invention has the characteristics that and the utility model has the advantages that
Construction method of the invention pre-processes the large-scale solution cavity disease under tunnel basis and bottom plate, is endangering
Position is provided with the armored concrete support of one-piece casting, and the safety during Tunnel Passing large size solution cavity and tunnel has been effectively ensured
The stabilization of road operation, while using the excavation of three seven footworks progress tunnel tunnel faces, it ensure that and applied under unfavorable geological condition
The safety of work, the sedimentation for reducing the non-homogeneous stress and tunnel of surrounding formation restrains, while ensure that construction to greatest extent
Progress, large-scale solution cavity is passed through to constructing tunnel and is had highly application value.
Three step of construction method, seven step excavating load of the invention has evaded side heading method, interval wall approach and has intersected median septum
Method etc. needs to remove gib and stress check calculation causes unsafe factor, by shortening length of bench, it is ensured that preliminary bracing
Closure cyclization as early as possible, while inverted arch and arch wall lining cutting are followed up in time, form stable support system as early as possible, and there is adjustment in time to close
The time is closed, mechanical execution is facilitated, conducive to the advantage of working procedure conversion.
Construction method construction space of the invention is big, facilitates mechanized construction, can more work surface parallel operations, part is soft
Rock or soil property location can directly be excavated using excavator, and work efficiency is higher；Conveniently when geological conditions changes, convenient for spirit
It lives, convert working procedure in time, adjust construction method；Adapt to different spans and a variety of form of fracture, preliminary bracing process behaviour
It is convenient to make；On the basis of benching tunnelling method excavates, remaining core soil in advance controls the excavation that is staggered, and is conducive to excavated surface and stablizes；Work as country rock
When deforming larger or mutation, under the premise of guaranteeing safety and meeting Clearance requirement, closing time can be adjusted as early as possible.
The present invention is widely used in needing quick, safe and effective by this on the stratum of the special geologic condition of solution cavity
The tunnel excavation of geological conditions is constructed, and guarantees the safety of construction with tunnel.
Detailed description of the invention
The present invention will be further described in detail with reference to the accompanying drawing.
Fig. 1 is the schematic cross section of karst cave treatment and benching tunnelling method construction.
Fig. 2 is the vertical section schematic diagram of benching tunnelling method construction.
Appended drawing reference: support, the right side 2- support, 3- solution cavity downside country rock, 4- slip casting ductule, 5- are molten on the left of 1-
Country rock on the upside of hole, 6- upper arcuate base tunnel, on the left of 7- in step, on the right side of 8- in step, get out of a predicament or an embarrassing situation, on the right side of 10- on the left of 9-
Get out of a predicament or an embarrassing situation, top bar in the middle part of 11.1-, in the middle part of 11.2- in step, get out of a predicament or an embarrassing situation in the middle part of 11.3-, 12- is just at the beginning of branch arch, 13-
Branch side wall top, the first branch side wall lower part 14- and tunnel floor edge, 15- tunnel floor middle part, 16- steel tube shed, 17- are big
Type solution cavity, 18- country rock drain cavern, 19- support drain cavern.
Specific embodiment
Embodiment is referring to tunnel to be excavated shown in Fig. 1-2, and the tunnel is Karst Tunnel, and maximum span is up to 18
Rice, large-scale solution cavity 17 cross left side wall lower part and entire bottom plate from tunnel right-side wall, and this large size for crossing tunnel trunk is molten
Hole processing is as follows with the construction procedure of excavation method:
Step 1, large-scale solution cavity 17 cross when the side wall of tunneling and bottom plate position, in side wall and floor level position
The two sides set and template and formed by integrally casting are set up on the downside of bottom plate there are two concrete bearing, the concrete bearing it is transversal
Face size is greater than the height of large-scale solution cavity, which need to be embedded to country rock 5 and solution cavity on the upside of solution cavity respectively
Within downside country rock 3, the longitudinal length of the concrete bearing is greater than the depth of solution cavity, has also installed in the concrete bearing
One group of support drain cavern template longitudinally disposed along support, and support drain cavern 19, the support are formed after concreting
Drain cavern size and spacing need to be designed according to actual loading, guarantee to block in the case where top tunnel load safety molten
Hole；
The concrete bearing is respectively left side support 1 and right side support 2, the left side support along tunnel cross section direction
On the downside of the stepped embedment solution cavity in 1 bottom in country rock 3, the inside of the left side support 1 and first branch side wall lower outside and
Baseplate underside is fitted and connected, on the upside of the top embedment solution cavity of the left side support 1 in country rock 5, the bottom of the right side support 2
It is embedded on the downside of solution cavity in country rock, is fitted and connected on the inside of the inside of right side support 2 and first branch side wall, the top of the right side support 2
Portion supports country rock 5 on the upside of solution cavity.
Step 2, applies the country rock drain cavern 18 of large-scale solution cavity on the downside of the solution cavity in country rock 3, and the two of the country rock drain cavern
A opening is connected to the large-scale solution cavity 17 of support two sides respectively.
Step 3, tunnel use tunneling boring curtain pre-pouring grout or tunneling boring periphery pre-pouring grout；Pre-grouting advance support is adopted
Ring is arranged away from for 50cm in the steel tube shed 16 for being 108mm with diameter, steel tube shed.
Step 4 excavates upper arcuate base tunnel 6: the arch circumferential direction in tunnel excavates upper arcuate base tunnel 6, and reserved core
Soil, the length of remaining core soil in advance are 3-5m, and width is the 1/3-1/2 of tunnel excavation width, and circumferential direction excavates cyclic advance amount root
It is equipped with according to the steelframe spacing of preliminary bracing, is no more than 1.5m, sprayed after excavation, anchor, net system supporting, while using note
It starches 4 radial grouting of ductule to reinforce, sets up the steelframe of preliminary bracing, at the above 30cm height of arch springing of steelframe, be close to steelframe
Two sides set up lock foot anchoring stock along 30 ° of angle of declination, lock foot anchoring stock and steelframe weld, and multiple pneumatically placed concrete to design thickness is formed just
Branch arch 12；
Step 5 excavates in left side step 8 in step 7 and right side: excavating drilling depth amount according to the steelframe spacing of preliminary bracing
It is equipped with, is no more than 1.5m, excavation height 3-3.5m, left and right sides step is staggered 2-3m, and just spray 3-5cm is thick immediately after excavation
Concrete, then sprayed, anchor, net system supporting, along tunnel excavation direction spreading steelframe, in the above 30cm of the arch springing of steelframe
At height, the two sides for being close to steelframe set up lock foot anchoring stock along 30 ° of angle of declination, and lock foot anchoring stock and steelframe weld, multiple pneumatically placed concrete
Just branch side wall top 13 is formed to design thickness；
Step 6, using the method in step 5 continue to excavate left side get out of a predicament or an embarrassing situation 9 and right side get out of a predicament or an embarrassing situation 10, form just branch side
Wall lower part and tunnel floor edge 14；
Step 7, step 11.2 and middle part are got out of a predicament or an embarrassing situation 11.3 position remaining core soil in advance in middle part top bar 11.1, middle part,
After each bench excavation, applies 15 in the middle part of tunnel floor, in the middle part of tunnel floor 15 are laid in armored concrete bridge.
System supporting in this method, steelframe I-steel spacing 0.8m, uses diameter for the double layer bar of 6.5mm, note
The diameter for starching ductule is 42mm, and ring is away from 0.8m, and more than spring line by transverse arch across design, thickness is not less than 65m.Preliminary bracing
In first quasi- C20 gunite concrete ± 25cm, 22B(C25 armored concrete), spring line abutment wall below and bottom plate press longitudinal beam slab
Design, bottom plate thinnest part are not less than 60cm(C30 armored concrete).
It is 100~180m that three steps, seven step excavating load, which is suitable for excavated section,2, have centainly from steady condition IV, V grades enclose
The construction in rock location tunnel.Main performance includes: loess, strongly weathered sand-rock (intense weathering munstone, severely-weathered argillaceous siltstoue etc.).
Not being suitable for wall rock geology is liquid-plastic state, hole Shallow-buried section (but by back-pressure processing or can after performing super-front large pipe shed
Using).In the present invention big cross section pass through solution cavity geological conditions combine three steps plurality of advantages and solution cavity area have one
The two is combined together by the characteristics of determining self-stable ability well by other additional reinforcement measures, so that in solution cavity area tunnel
Safety, construction rapidity and the economical three that road excavates reach a balance.
Claims (3)
1. a kind of large-scale karst cave treatment for crossing tunnel trunk and excavation method, the tunnel is Karst Tunnel, which is characterized in that
Construction procedure is as follows:
Step 1, large-scale solution cavity (17) is crossed when the side wall of tunneling and bottom plate position, in side wall and floor level position
Two sides and bottom plate on the downside of set up template and formed by integrally casting there are two concrete bearing, the cross sections of the concrete bearing
Size is greater than the height of large-scale solution cavity, which need to be embedded to country rock (5) and solution cavity on the upside of solution cavity respectively
Within downside country rock (3), the longitudinal length of the concrete bearing is greater than the depth of solution cavity, also installs in the concrete bearing
There is one group of support drain cavern template longitudinally disposed along support, and forms support drain cavern (19) after concreting, it is described
Support drain cavern size and spacing need to be designed according to actual loading, guarantee to hinder in the case where top tunnel load safety
Fill in solution cavity；
The large size solution cavity (17) crosses left side wall lower part and entire bottom plate from tunnel right-side wall, and the concrete bearing is along tunnel
Road cross-sectional direction is respectively left side support (1) and right side support (2), the stepped embedment in bottom of the left side support (1)
On the downside of solution cavity in country rock (3), the inside of the left side support (1) and first branch side wall lower outside and the baseplate underside company of fitting
It connects, on the upside of the top embedment solution cavity of the left side support (1) in country rock (5), under the bottom embedment solution cavity of the right side support (2)
In side wall rock, it is fitted and connected on the inside of the inside of right side support (2) and first branch side wall, the top braces of the right side support (2)
Country rock (5) on the upside of solution cavity；
Step 2, the interior country rock drain cavern (18) for applying large-scale solution cavity of country rock (3) on the downside of solution cavity, the two of the country rock drain cavern
A opening is connected to the large-scale solution cavity (17) of support two sides respectively；
Step 3, tunnel use tunneling boring curtain pre-pouring grout or tunneling boring periphery pre-pouring grout；
Step 4 is excavated upper arcuate base tunnel (6): the arch circumferential direction in tunnel excavates upper arcuate base tunnel (6), and reserved core
Soil, circumferential direction excavate cyclic advance amount and are equipped with according to the steelframe spacing of preliminary bracing, are no more than 1.5m, sprayed after excavation,
Anchor, net system supporting, while being reinforced using slip casting ductule (4) radial grouting, the steelframe of preliminary bracing is set up, in the arch of steelframe
At the above 30cm height of foot, the two sides for being close to steelframe set up lock foot anchoring stock along 30 ° of angle of declination, and lock foot anchoring stock and steelframe weld,
Multiple pneumatically placed concrete to design thickness forms just branch arch (12)；
Step 5, excavates in left side step (8) in step (7) and right side: excavation drilling depth amount is according to the steelframe spacing of preliminary bracing
It is equipped with, is no more than 1.5m, excavation height 3-3.5m, left and right sides step is staggered 2-3m, and just spray 3-5cm is thick immediately after excavation
Concrete, then sprayed, anchor, net system supporting, along tunnel excavation direction spreading steelframe, in the above 30cm of the arch springing of steelframe
At height, the two sides for being close to steelframe set up lock foot anchoring stock along 30 ° of angle of declination, and lock foot anchoring stock and steelframe weld, multiple pneumatically placed concrete
Just branch side wall top (13) is formed to design thickness；
Step 6 continues to get out of a predicament or an embarrassing situation (9) on the left of excavation and right side is got out of a predicament or an embarrassing situation (10) using the method in step 5, forms just branch side
Wall lower part and tunnel floor edge (14)；
Step 7, core is reserved in the get out of a predicament or an embarrassing situation position of (11.3) of step (11.2) and middle part in middle part top bar (11.1), middle part
Soil after each bench excavation, applies in the middle part of tunnel floor (15), and (15) in the middle part of tunnel floor are laid in armored concrete bridge
On.
2. the large-scale karst cave treatment according to claim 1 for crossing tunnel trunk and excavation method, it is characterised in that: described
In step 3, pre-grouting advance support is all made of the steel tube shed (16) that diameter is 108mm, and ring is arranged away from for 50cm in steel tube shed.
3. the large-scale karst cave treatment according to claim 1 for crossing tunnel trunk and excavation method, it is characterised in that: described
In step 4, the length of remaining core soil in advance is 3-5m, and width is the 1/3-1/2 of tunnel excavation width.
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| CN107060840B (en) * | 2017-05-07 | 2019-04-30 | 中铁十八局集团有限公司 | A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings |
| CN106988758B (en) * | 2017-05-08 | 2023-09-01 | 中铁五局集团第五工程有限责任公司 | Construction method for crossing large-scale vertical karst cave group tunnel |
| CN107630710A (en) * | 2017-11-09 | 2018-01-26 | 河南工程学院 | A kind of super large Varied section tunnel support structure |
| CN107701193B (en) * | 2017-11-28 | 2019-04-05 | 中铁十二局集团有限公司 | A kind of breaking surrounding rock separate tunnel intersection gradual change section constructing method |
| CN108931822B (en) * | 2018-09-17 | 2020-08-28 | 贵州省水利水电勘测设计研究院有限公司 | Underground full-filling karst cave exploration method |
| CN110714771B (en) * | 2019-11-21 | 2021-03-16 | 中铁四局集团有限公司 | Tunnel entering construction method with hidden karst cave at tunnel portal |
| CN111119904B (en) * | 2019-12-18 | 2021-03-30 | 浙江大学城市学院 | Construction method of soft surrounding rock karst section tunnel |
| CN111119938B (en) * | 2019-12-30 | 2022-02-11 | 中交路桥华南工程有限公司 | Method for processing karst cave at upper part of tunnel |
| CN113266372B (en) * | 2021-06-16 | 2021-11-30 | 交通运输部公路科学研究所 | Construction method for soft rock super-large section tunnel step in karst cave development stratum |
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