CN108589714A - A kind of Tunnel Karst Treatment Methods substituting bored grouting using high-pressure rotary jet grouting pile - Google Patents
A kind of Tunnel Karst Treatment Methods substituting bored grouting using high-pressure rotary jet grouting pile Download PDFInfo
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- CN108589714A CN108589714A CN201810437984.8A CN201810437984A CN108589714A CN 108589714 A CN108589714 A CN 108589714A CN 201810437984 A CN201810437984 A CN 201810437984A CN 108589714 A CN108589714 A CN 108589714A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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Abstract
The invention discloses a kind of Tunnel Karst Treatment Methods substituting bored grouting using high-pressure rotary jet grouting pile, belong to underground engineering construction field.For having verified the karst cave of position and boundary, pile face is originated from one end boundary of karst cave along tunnel trend, sets the high-pressure rotary jet grouting pile of an alignment time occlusion;After complete Construction of High Pressure Jet Grouting Pile in a row, propelling construction next row high-pressure rotary jet grouting pile is moved towards along tunnel, until completing last row's high-pressure rotary jet grouting pile of karst cave other end boundary;Also occlusion is kept between adjacent two rows of high-pressure rotary jet grouting piles;Often row's high-pressure rotary jet grouting pile covers the karst cave hole body in residing section.The present invention can not only be filled up completely with occlusion pile body in certain area, and can be changeable according to the determining solution cavity boundary of detection at pile body, and in the case where equally all using cement grout, this method is safer reliable.
Description
Technical field
The present invention relates to underground engineering construction fields, and in particular to a kind of tunnel substituting bored grouting using high-pressure rotary jet grouting pile
Road karst Treatment Methods.
Background technology
Being encountered in Tunnel Engineering construction process has the case where underground karst hole above and below it, solution cavity is just as " strange beast is big
Mouth ", if karst cave is likely to cause surface subsidence in tunnel upper if not handling karst cave for a long time, if in karst cave
Ponding is it is also possible to cause Tunnel Water Leakage;If karst cave below tunnel, if do not handle karst cave or processing it is bad if
It is big to be likely to cause tunnel subsidence, and then influences later stage operation.The detection of karst cave at present relatively mostly uses single boreholes drilling
Or the methods of high-density electric, Seismic Imaging, geological radar, cause early period karst cave detection accuracy not high, the drilling of use
In the case where not knowing karst cave boundary, it is difficult control in Practical Project that grouting amount and dilation angle are spread in slip casting for slip casting,
It is ineffective.
Invention content
The present invention for current Tunnel Karst exploratory tunnel excavating survey determine boundary and bored grouting punishment karst cave there are the problem of,
And provide a kind of Tunnel Karst Treatment Methods substituting bored grouting using high-pressure rotary jet grouting pile.
Specific technical solution of the present invention is as follows:
The Tunnel Karst Treatment Methods of bored grouting are substituted using high-pressure rotary jet grouting pile, its step are as follows:
1) a variety of karst cave detection methods, prospecting by boring in situ is utilized to be combined with physical prospecting and accurately determine tunnel to be onstructed
Above or below existing karst cave position and boundary;
2) for having verified the karst cave of position and boundary, along tunnel trend from one end boundary of karst cave be starting pile
Face sets the several rows of column direction high-pressure rotary jet grouting pile parallel with tunnel cross sectional, and each pile body in this row's high-pressure rotary jet grouting pile
Sequentially it is engaged;After complete Construction of High Pressure Jet Grouting Pile in a row, propelling construction next row high-pressure rotary jet grouting pile is moved towards along tunnel, until complete
At last row's high-pressure rotary jet grouting pile of karst cave other end boundary;Also occlusion is kept between adjacent two rows of high-pressure rotary jet grouting piles,
Make there is no gap between two rows of high-pressure rotary jet grouting piles;It often arranges in high-pressure rotary jet grouting pile, in vertical direction, the top and bottom of each pile body
Boundary at the top and bottom of the karst cave of the pile body position is stretched out respectively;In horizontal direction, the both sides of entire row high-pressure rotary jet grouting pile
Span at least covers the karst cave hole body in tunnel lateral direction span scope.
In the present invention, vertical direction refers to the vertical direction with horizontal plane, i.e. depth direction;Horizontal direction refers to water
Flat direction from left to right.Karst cave hole body in tunnel lateral direction span scope refers to vertical where the both lateral sides boundary in tunnel
Karst cave hole body within the scope of face, but do not include the hole body in Tunnel Design bounds, because part hole body is opened in tunnel thus
It can be excavated during digging.But for the sake of security, in horizontal direction, the both sides span of entire row high-pressure rotary jet grouting pile is in addition to covering tunnel
Except karst cave hole body within the scope of road horizontal span, certain safe distance should be also re-extended outward as possible.
Preferably, the karst cave detection method, it is preferred to use the comprehensive survey hand that a variety of detection methods are combined
Section, it is accurate to determine karst cave boundary.
Preferably, the karst cave detection method is to drill the method being combined with physical prospecting in situ.
Preferably, the construction method of high-pressure rotary jet grouting pile is:
2.1) pilot hole is carried out in pile position in advance with drilling machine, pilot hole diameter is not less than 220mm, and pilot hole depth is more than stake bottom
1 meter or more;
2.2) after pilot hole to projected depth, pilot hole drilling machine is removed, by jet drill rig centering in place and adjusts levelness band
There is the Grouting Pipe of nozzle to pierce the precalculated position of soil layer;
2.3) clear water is sprayed into outlet spout from the nozzle of high pressure water jet pipe in the form of high-pressure spray, is impacted and is broken using injection stream
Bad front soil layer, makes it at muddy;
2.4) again will advance prepared cement grout under the action of high-voltage pulse pumps, by another Grouting Pipe aperture from
Nozzle mesohigh is spurted into mud soil layer;
2.5) while the promotion of Zhu Jianing while rotating by drilling rod, to make cement grout be filled with the soil body in soil layer
Divide stirring, pile body will be formed after slurries completely solidification.
Further, the cement mixing ratio of cement grout is 1:1, grouting pressure 40Mpa.
Further, the rotating speed of the drilling rod is 2~3 turns/min, and promotion speed is 40min/m, and promotion step pitch is 100s/
50mm。
Further, a diameter of φ 2400mm of the high-pressure rotary jet grouting pile pile body.
Further, the occlusion shotcrete construction sequence of the high-pressure rotary jet grouting pile plays 1 construction using every 3.
Further, it after the completion of the Construction of High Pressure Jet Grouting Pile, is tested using boring and coring method, coring position exists
Two junctions, the integrality of pile body is differentiated by coring.
Preferably, when tunnel upper to be onstructed or lower section are there are when multiple karst caves, using same procedure one by one into
Row punishment.
Slurries may to the left and right be flowed along karst cave in Practical Project, or be seeped into rock under loose rock or the soil body
Soil body certain depth, bored grouting grouting amount and dilation angle are not easily controlled, so punishment effect is bad.The present invention uses
Major diameter high-pressure rotary jet grouting pile determines accurate feelings to substitute the Tunnel Karst Treatment Methods of bored grouting on karst cave early period boundary
It under condition, can not only be filled up completely in certain area with occlusion pile body, and can be according to the determining solution cavity boundary of detection at pile body
Changeable, in the case where equally all using cement grout, this method is safer reliable.
Description of the drawings
Fig. 1 is that bored grouting punishes Tunnel Karst hole schematic diagram;
Fig. 2 is that hole-drilling interlocking pile is combined punishment Tunnel Karst hole schematic diagram with bored grouting;
Fig. 3 is that high-pressure rotary jet grouting pile occlusion substitutes bored grouting punishment Tunnel Karst hole schematic diagram;
Fig. 4 is that high-pressure rotary jet grouting pile occlusion substitutes hole-drilling interlocking pile and inlet well punishes Tunnel Karst hole schematic diagram;
Fig. 5 is that high-pressure rotary jet grouting pile is engaged gunniting hole floor map (unit:mm);
Fig. 6 is that high-pressure rotary jet grouting pile is engaged shotcrete construction sequential schematic (number indicates sequence of construction).
Specific implementation mode
The present invention is further elaborated and is illustrated with reference to the accompanying drawings and detailed description.Each implementation in the present invention
The technical characteristic of mode can carry out the corresponding combination under the premise of not conflicting with each other.
There are karst cave below built tunnel position to be repaired in the present embodiment, carry out detecting clear position and boundary model
It encloses.The detection of karst cave at present relatively mostly uses single boreholes drilling or physical prospecting (high-density electric, Seismic Imaging, geology thunder
Reach, elastic wave CT method, tube wave method of testing etc.) method, cause early period karst cave detection accuracy not high without verification repeatedly, use is molten
Hole assumes that bored grouting is carried out on boundary, and slip casting diffusion grouting amount Q and dilation angle R is more difficult to control in Practical Project, and effect is not
It is good.Therefore, the present invention proposes for example to drill the method being combined with physical prospecting in situ using a variety of comprehensive means, utilizes a variety of methods
Result of detection carry out intersection comparison, it is final accurate to determine karst cave boundary.Karst cave detection early period is fulfilled, because this
It is directly related to karst punishment effect, is more related to the operation maintenance of tunnel later stage.
In the present embodiment, karst cave has two types, as illustrated in fig. 1 and 2 respectively.Karst cave in wherein Fig. 1 is smaller,
Its horizontal span is less than the horizontal span in tunnel itself, and the karst cave in Fig. 2 is larger, and horizontal span is more than tunnel itself
Horizontal span, boundary have exceeded the both sides boundary in tunnel.For the karst cave of Fig. 1, Normal practice is to utilize prospecting drilling (simultaneous note
Slurry hole) and encryption injected hole squeezed into hole downwards from ground, then inject cement mortar thereto.But the slurries in Practical Project
It may to the left and right be flowed along karst cave, or Rock And Soil certain depth, bored grouting be seeped under loose rock or the soil body
Grouting amount and dilation angle are not easily controlled, so punishment effect is bad.
It is excessive without doing beyond part since its boundary has exceeded the span in tunnel itself for the karst cave of Fig. 2
Processing, it is only necessary to handle the hole body portion in the certain safe distance of span scope;Normal practice is on the boundary of tunnel structure two
Side respectively sets a row hole drilling interlocking pile, separates the hole body in tunnel span scope, then recycles prospecting drilling (and injected hole)
And encryption injected hole injects cement mortar thereto.However, during practice of construction, if with hole-drilling interlocking pile come carry out every
From closure, cement injection is then seeped into Rock And Soil certain depth under loose rock or the soil body at this time, and grouting amount and slip casting are expanded
Scattered radius still cannot be controlled preferably, along with the quantities of hole-drilling interlocking pile is larger, cause cost too big.
Therefore, it is punished for the karst in the tunnel, present embodiments provides and drilling is substituted using major diameter high-pressure rotary jet grouting pile
The Tunnel Karst Treatment Methods of slip casting, steps are as follows:
1) be combined grade comprehensive means Detection of Karst hole with physical prospecting using probing in situ, determine tunnel upper to be onstructed or
Karst cave position and boundary existing for lower section.When punishment, it is only necessary to the karst cave of tunnel structure border outer is punished, because
The karst cave of tunnel structure border inner itself can be excavated subsequently, without processing.Therefore following karst caves are each meant
The karst cave of tunnel structure border outer itself.
2) for having verified the karst cave of position and boundary, along tunnel trend from one end boundary of karst cave be starting pile
Face (vertical plane for setting pile body) sets row's major diameter high-pressure rotary jet grouting pile, and each pile body in this row's high-pressure rotary jet grouting pile is suitable
The orientation of secondary occlusion, each pile body is parallel with tunnel cross sectional.After complete Construction of High Pressure Jet Grouting Pile in a row, moved towards along tunnel
Propelling construction next row high-pressure rotary jet grouting pile, until completing last row's high-pressure rotary jet grouting pile of karst cave other end boundary.It is adjacent
Two rows of high-pressure rotary jet grouting piles between also keep occlusion, make there is no gap between two rows of high-pressure rotary jet grouting piles.As shown in figure 5, finally applying
Multiple rows of high-pressure rotary jet grouting pile that work is completed arranges that the perspective plane formed in the horizontal plane need to cover entire karst to be punished in flakes
Hole perspective plane.And as shown in Figures 3 and 4, it often arranges in high-pressure rotary jet grouting pile, in vertical direction, the top and bottom point of each pile body
Boundary certain distance at the top and bottom of the karst cave of the pile body position is not stretched out.Have benefited from the construction work of high-pressure rotary jet grouting pile
Skill can carry out length adjustment at pile body according to the determining solution cavity boundary of detection.In addition, in horizontal direction, entire row high-pressure rotary jet grouting pile
Both sides span at least cover the karst cave hole body in tunnel lateral direction span scope.For the hole body of Fig. 3, due to its karst
The horizontal span range in hole be less than tunnel lateral direction span scope, therefore often row high-pressure rotary jet grouting pile be located at most both sides two pile bodies it is equal
Outside karst cave boundary so that karst cave is completely filled.And for hole body shown in Fig. 4, due to the cross of karst cave
It is more than tunnel lateral direction span scope to span scope, therefore only needs the hole body in processing tunnel lateral direction span scope.In construction
Often row's high-pressure rotary jet grouting pile be located at two pile bodies of most both sides should be respectively outside tunnel lateral direction span scope at certain safe distance, it
Between region then continuously occlusion filling.Therefore, by using the Treatment Methods of the present invention, smaller karst in tunnel span scope
Hole is completely filled, and the part that larger karst cave is located in tunnel span is also completely filled.
In the present embodiment, following steps progress can be used in the construction method of high-pressure rotary jet grouting pile:
(2.1) pilot hole is carried out in pile position in advance with GYQ-400 drilling machines, the hole time is cut in reduction, avoids barrier to rotation
It sprays the damage of stake drill bit and influences verticality.Pilot hole diameter is not less than 220mm, and pilot hole depth is more than 1 meter of stake bottom or more, to ensure
The range of jet grouting pile construction needs, the method for improving pilot hole quality using bentonite slurry retaining wall.
(2.2) after pilot hole to projected depth, pilot hole drilling machine is removed, by the centering in place of major diameter super-pressure jet drill rig and is adjusted
Whole levelness pierces the Grouting Pipe with nozzle in the precalculated position of soil layer.
(2.3) clear water is sprayed into outlet spout in the form of high-pressure spray from the nozzle of high pressure water jet pipe, injection stream will impact, is broken
Bad front soil layer, makes into muddy.
It (2.4) again will advance prepared cement grout (cement mixing ratio 1:1, grouting pressure 40Mpa), pass through height
It presses pulse pump to obtain enormous impact energy, mud is injected with flow 113L/min high pressure sprays from nozzle by another Grouting Pipe aperture
In puddled soil layer.
(2.5) drilling rod simultaneously with certain rotating speed (2~3 turns/min), blow slowly while rotating is promoted/exit and (promoted fast
Degree is 40min/m, and promotion step pitch is 100s/50mm), to make cement grout be sufficiently stirred with the soil body in soil layer.It waits for
The pile body with certain diameter φ 2400mm will be formed after slurries solidification completely.
(2.6) major diameter high-pressure rotary jet grouting pile occlusion shotcrete construction sequence plays 1 construction using every 3, as shown in fig. 6, forming phase
After mutually overlapping, occlusion high-pressure rotary jet grouting pile, it can not only be filled up completely in certain area with occlusion pile body, and can root at pile body
It is changeable according to the determining solution cavity boundary of detection.
After the completion of jet grouting pile construction, boring and coring method can be used and test.As shown in figure 5, coring position is preferably two
Stake junction, the integrality of pile body is differentiated by coring.Subsequent reinforcement measure can be carried out if pile body existing defects.
In addition, when tunnel upper to be onstructed or lower section are there are when multiple karst caves, located one by one using same procedure
It controls.After completing karst cave punishments all within the scope of tunnel, you can carry out tunnel main body according to conventional method for tunnel construction
The excavation construction of structure.
Claims (10)
1. a kind of Tunnel Karst Treatment Methods substituting bored grouting using high-pressure rotary jet grouting pile, which is characterized in that steps are as follows:
1) karst cave detection method is utilized, determines karst cave position and boundary existing for tunnel upper to be onstructed or lower section;
2) for having verified the karst cave of position and boundary, along tunnel trend from one end boundary of karst cave be starting pile face,
The several rows of column direction high-pressure rotary jet grouting pile parallel with tunnel cross sectional is set, and each pile body in this row's high-pressure rotary jet grouting pile is sequentially
Occlusion;After complete Construction of High Pressure Jet Grouting Pile in a row, propelling construction next row high-pressure rotary jet grouting pile is moved towards along tunnel, until completing rock
Last row's high-pressure rotary jet grouting pile of solution cavity other end boundary;Also occlusion is kept between adjacent two rows of high-pressure rotary jet grouting piles, makes two
There is no gap between row's high-pressure rotary jet grouting pile;It often arranges in high-pressure rotary jet grouting pile, distinguishes in the top and bottom of vertical direction, each pile body
Stretch out boundary at the top and bottom of the karst cave of the pile body position;In horizontal direction, the both sides span of entire row high-pressure rotary jet grouting pile
At least cover the karst cave hole body in tunnel lateral direction span scope.
2. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as described in claim 1, feature exists
In the karst cave detection method, it is preferred to use the comprehensive survey means that a variety of detection methods are combined accurately determine karst
Hole boundary.
3. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as described in claim 1, feature exists
In the karst cave detection method is to drill the method being combined with physical prospecting in situ.
4. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as described in claim 1, feature exists
In the construction method of high-pressure rotary jet grouting pile is:
2.1) pilot hole is carried out in pile position in advance with drilling machine, pilot hole diameter is not less than 220mm, and pilot hole depth is more than 1 meter of stake bottom
More than;
2.2) after pilot hole to projected depth, pilot hole drilling machine is removed, by jet drill rig centering in place and adjusts levelness with spray
The Grouting Pipe of mouth pierces the precalculated position of soil layer;
2.3) clear water is sprayed into outlet spout in the form of high-pressure spray from the nozzle of high pressure water jet pipe, before impacting and destroy using injection stream
Necromancer layer, makes it at muddy;
2.4) again will advance prepared cement grout under the action of high-voltage pulse pumps, by another Grouting Pipe aperture from nozzle
Mesohigh is spurted into mud soil layer;
2.5) while the promotion of Zhu Jianing while rotating by drilling rod, to make cement grout fully be stirred with the soil body in soil layer
It mixes, pile body will be formed after slurries completely solidification.
5. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as claimed in claim 4, feature exists
In the cement mixing ratio of cement grout is 1:1, grouting pressure 40Mpa.
6. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as claimed in claim 4, feature exists
In the rotating speed of the drilling rod is 2~3 turns/min, and promotion speed is 40min/m, and promotion step pitch is 100s/50mm.
7. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as claimed in claim 4, feature exists
In a diameter of φ 2400mm of high-pressure rotary jet grouting pile pile body.
8. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as claimed in claim 4, feature exists
In the occlusion shotcrete construction sequence of the high-pressure rotary jet grouting pile plays 1 construction using every 3.
9. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as claimed in claim 4, feature exists
In, after the completion of the Construction of High Pressure Jet Grouting Pile, tested using boring and coring method, coring position two junctions, by
Coring differentiates the integrality of pile body.
10. substituting the Tunnel Karst Treatment Methods of bored grouting using high-pressure rotary jet grouting pile as described in claim 1, feature exists
In when tunnel upper to be onstructed or lower section are there are when multiple karst caves, being punished one by one using same procedure.
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Cited By (6)
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CN110080779A (en) * | 2019-04-25 | 2019-08-02 | 中铁十二局集团有限公司 | Tunnel tunnel bottom karst cave treatment construction method |
CN111519606A (en) * | 2020-05-19 | 2020-08-11 | 青岛地矿岩土工程有限公司 | Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment |
CN111927525A (en) * | 2020-07-22 | 2020-11-13 | 中铁十九局集团轨道交通工程有限公司 | Biogas static pressure exhaust construction method |
CN113073984A (en) * | 2021-04-16 | 2021-07-06 | 中铁隧道勘察设计研究院有限公司 | Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups |
CN113417644A (en) * | 2021-05-31 | 2021-09-21 | 中铁十六局集团北京轨道交通工程建设有限公司 | Karst cave detection method in shield construction process |
CN114775524A (en) * | 2022-04-01 | 2022-07-22 | 中建路桥集团有限公司 | Karst cave filling material reinforced foundation and treatment method |
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Cited By (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110080779A (en) * | 2019-04-25 | 2019-08-02 | 中铁十二局集团有限公司 | Tunnel tunnel bottom karst cave treatment construction method |
CN111519606A (en) * | 2020-05-19 | 2020-08-11 | 青岛地矿岩土工程有限公司 | Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment |
CN111927525A (en) * | 2020-07-22 | 2020-11-13 | 中铁十九局集团轨道交通工程有限公司 | Biogas static pressure exhaust construction method |
CN113073984A (en) * | 2021-04-16 | 2021-07-06 | 中铁隧道勘察设计研究院有限公司 | Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups |
CN113417644A (en) * | 2021-05-31 | 2021-09-21 | 中铁十六局集团北京轨道交通工程建设有限公司 | Karst cave detection method in shield construction process |
CN113417644B (en) * | 2021-05-31 | 2024-04-30 | 中铁十六局集团北京轨道交通工程建设有限公司 | Karst cave detection method in shield construction process |
CN114775524A (en) * | 2022-04-01 | 2022-07-22 | 中建路桥集团有限公司 | Karst cave filling material reinforced foundation and treatment method |
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