CN102650210A - Method for constructing tunnel with low-half cross section being dry powder and fine sand layers - Google Patents
Method for constructing tunnel with low-half cross section being dry powder and fine sand layers Download PDFInfo
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- CN102650210A CN102650210A CN2012101445342A CN201210144534A CN102650210A CN 102650210 A CN102650210 A CN 102650210A CN 2012101445342 A CN2012101445342 A CN 2012101445342A CN 201210144534 A CN201210144534 A CN 201210144534A CN 102650210 A CN102650210 A CN 102650210A
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Abstract
The invention particularly relates to a method for constructing a tunnel with a low-half cross section being dry powder and fine sand layers, which solves the problems of slow construction progress and large safety risk which exist in the existing tunnel construction, and comprises the steps of: a, performing forepoling after survey lofting; b, digging out an arc pilot tunnel, immediately and firstly spraying concrete, and constructing primary anchor-plaster retaining; c, constructing an advanced horizontal jet grouting pile as well as a slant jet grouting pile; d, separately excavating a middle step according to an upper part and a lower part; e, constructing the slant jet grouting pile on a lower step; f, separately excavating the lower step according to the upper part and the lower part; g, excavating a tunnel bottom from the left side and the right side of the tunnel in a subsection way for anchor-plaster retaining; and h, constructing an inverted arch after excavating the reserved core soil, wherein the construction of the inverted arch closely follows the lower step all the time, and then, constructing secondary lining. The method plays the role of controlling the convergence and subsidence of the primary anchor-plaster retaining; and moreover, the disturbance to the fine sand layers is reduced, the subsidence of the tunnel is effectively controlled, the extruded placement of a tunnel face is strictly regulated, and the deformation of the tunnel face is controlled.
Description
Technical field
The present invention relates to the job practices in tunnel, the job practices that to be specially a kind of second section be xeraphium fine sand layer tunnel.
Background technology
Fast development along with China Express Railway, highway, underground construction; To run into various poor stratas in the constructing tunnel; There are following characteristics on xeraphium fine sand stratum: (1) is main with fawn powder fine sand, fine sand, and it is interval that grain diameter mainly concentrates on 0.075～0.25mm, accounts for 80%～93% of gross weight; Particle is more even, and grain composition is poor; (2) drying, natural aqueous rate is merely 2%～4%; (3) dense state; (4) cohesion is low, cohesion 0～2kPa, and angle of internal friction is 30 °～32 °.The xeraphium fine sand layer is highly sensitive, and thixotropy is strong, in work progress, causes disturbance, very easily causes to leak sand and gush sand, promptly forms accumulation body in the short time, has no the blocking time of sealing, and construction progress is very slow, and the duration has a big risk.Existing construction adopts measures such as slip castings or freezing to handle, and in the face of moisture content less than 3% xeraphium fine sand stratum, have following problem: the slurries that (1) is injected should not spread, and can't play the effect of glued layer of sand; (2) be prone to sliding sand behind the excavation, gush the sand phenomenon; (3) preliminary bracing open-assembly time long, can't form quick sealing; (4) engineering construction progress is slow, and security risk is big.
Summary of the invention
The present invention for solve existing second section be xeraphium fine sand layer tunnel adopt slip casting or freezing construction exist slurries should not spread, excavate the back be prone to take place to slide sand and gush the sand phenomenon, can't seal fast, construction speed is slow and security risk is big problem, it is the job practices in xeraphium fine sand layer tunnel that a kind of second section is provided.
The present invention adopts following technical scheme to realize: second section is the job practices in xeraphium fine sand layer tunnel, and step is following: carry out advance support after a, the measurement setting-out; B, the arc base tunnel is dug out along the tunnel excavation outline line in loess zone, top, tunnel, just pneumatically placed concrete is also executed and is done preliminary bracing immediately; C, bottom, tunnel xeraphium fine sand layer face executed make the advanced levels rotary churning pile that some plum blossom shapes are arranged, meanwhile, the some oblique rotary churning piles of centering step construction must guarantee vertically interlock continuously, overlap joint is closely up and down between the adjacent oblique rotary churning pile; D, divide middle step up and down that two parts excavate; E, to the some oblique rotary churning piles of construction of getting out of a predicament or an embarrassing situation, must guarantee vertically interlock continuously between the adjacent oblique rotary churning pile, overlap joint is closely up and down; F, the branch of will getting out of a predicament or an embarrassing situation two parts up and down excavate; At the bottom of g, the left and right sides, the tunnel excavation section by section tunnel, enlarge arch springing and Foundation of steel frame then and carry out supporting; Execute behind h, the excavation reservation core soil and make inverted arch, and the inverted arch construction is executed then and made secondary lining all the time immediately following getting out of a predicament or an embarrassing situation.
Through the oblique rotary churning pile of constructing at abutment wall in advance second section is carried out advance support,, play and cut off and the effect of reinforcing layer of sand, prevent the layer of sand landing, cave in forming isolation piling wall continuously on the half section excavation outline line down; Through adopting many steps partial excavation, reduce disturbance to layer of sand, reduce the excavation free face and play the protection country rock, stop the effect that preliminary bracing convergence sedimentation large deformation takes place even caves in; The preliminary bracing bow member is adopted the job step that enlarges arch springing and enlarge Foundation of steel frame, effectively control tunnel subsidence and convergence; Bottom, tunnel xeraphium fine sand layer face is performed the advanced levels rotary churning pile carry out the shutoff protection; Prevent to take place in the digging process positive sliding sand and gush the sand phenomenon; The control face is extruded displacement; The inverted arch construction is immediately following getting out of a predicament or an embarrassing situation; In time seal into ring, control face distortion, overcome existing second section and be xeraphium fine sand layer tunnel adopt slip casting or freezing construction exist slurries should not spread, excavate the back be prone to take place to slide sand and gush the sand phenomenon, can't seal fast, construction speed is slow and security risk is big problem.
The outer limb of oblique rotary churning pile is 1 °-23 °, and oblique rotary churning pile pile body is made up of water following components by weight ratio: cement: expansive soil is 4:4:1, and the angle design of oblique rotary churning pile and proportioning have further improved the effect that cuts off and reinforce layer of sand.
When there is the cavity in the oblique rotary churning pile after the construction behind, carry out the slip casting operation, assurance preliminary bracing and country rock are more encrypted card.
The job practices that the present invention adopts is rationally effective, reinforces and partition xeraphium fine sand layer, prevents its slump, plays control preliminary bracing convergence and the effect of sinking simultaneously; And reduce disturbance to fine sand layer, and reduce to excavate free face, play the protection country rock and stop the effect that the tunnel caves in; Effectively controlled tunnel subsidence, prevented to take place in the digging process positive sliding sand and gush the sand phenomenon, strict control face is extruded displacement; When guaranteeing that preliminary bracing and country rock are more encrypted card, the inverted arch construction is in time sealed into ring immediately following getting out of a predicament or an embarrassing situation, the distortion of control face.
The specific embodiment
Second section is the job practices in xeraphium fine sand layer tunnel, and step is following: carry out advance support after a, the measurement setting-out; B, the arc base tunnel is dug out along the tunnel excavation outline line in loess zone, top, tunnel, just pneumatically placed concrete is also executed and is done preliminary bracing immediately; C, bottom, tunnel xeraphium fine sand layer face executed make the advanced levels rotary churning pile that some plum blossom shapes are arranged, meanwhile, the some oblique rotary churning piles of centering step construction must guarantee vertically interlock continuously, overlap joint is closely up and down between the adjacent oblique rotary churning pile; D, divide middle step up and down that two parts excavate; E, to the some oblique rotary churning piles of construction of getting out of a predicament or an embarrassing situation, must guarantee vertically interlock continuously between the adjacent oblique rotary churning pile, overlap joint is closely up and down; F, the branch of will getting out of a predicament or an embarrassing situation two parts up and down excavate; At the bottom of g, the left and right sides, the tunnel excavation section by section tunnel, enlarge arch springing and Foundation of steel frame then and carry out supporting; Execute behind h, the excavation reservation core soil and make inverted arch, and the inverted arch construction is executed then and made secondary lining all the time immediately following getting out of a predicament or an embarrassing situation.
The outer limb of oblique rotary churning pile is 1 °-23 °, and oblique rotary churning pile pile body is made up of water following components by weight ratio: cement: expansive soil is 4:4:1; When there is the cavity in the oblique rotary churning pile after the construction behind, carry out the slip casting operation.
In the practical implementation process, arc base tunnel height is 2.0-3.0m, and longitudinal length is 3-5m to core soil along the tunnel, and core soil width is 1/3 ~ 1/2 of a tunnel excavation span, highly is 1.5-2.5m, each circulation excavation one Pin bow member; Oblique rotary churning pile pile body joint length is 3m, stake footpath 60 cm-80cm, pilespacing 35cm-55cm, interlock 15cm-25cm; In, the top and the bottom height of getting out of a predicament or an embarrassing situation all is no more than 2m, arch springing outside ribbing enlarges arch springing, junction plate position pad is established channel-section steel and is enlarged Foundation of steel frame, adopts U shaped steel muscle and anchor tube welding reinforcement to lock pin anchor tube and steelframe connection stability simultaneously, effectively controls sedimentation; The advanced levels rotary churning pile adopts 2 * 2 meters layouts, and length is 20m, and angle is with the tunnel gradient, and inverted arch just is controlled at 15-20m apart from face; Lining cutting is controlled at 25-30m apart from face immediately following inverted arch, leading oblique jet grouting pile construction, in get out of a predicament or an embarrassing situation excavation, tunnel bottom application worker and supporting, reservation core soil excavate and execute and make inverted arch and all need monitoring measurement.
Claims (3)
1. job practices that second section is xeraphium fine sand layer tunnel, it is characterized in that: step is following: a, carry out advance support after measuring setting-out; B, the arc base tunnel is dug out along the tunnel excavation outline line in loess zone, top, tunnel, just pneumatically placed concrete is also executed and is done preliminary bracing immediately; C, bottom, tunnel xeraphium fine sand layer face executed make the advanced levels rotary churning pile that some plum blossom shapes are arranged, meanwhile, the some oblique rotary churning piles of centering step construction must guarantee vertically interlock continuously, overlap joint is closely up and down between the adjacent oblique rotary churning pile; D, divide middle step up and down that two parts excavate; E, to the some oblique rotary churning piles of construction of getting out of a predicament or an embarrassing situation, must guarantee vertically interlock continuously between the adjacent oblique rotary churning pile, overlap joint is closely up and down; F, the branch of will getting out of a predicament or an embarrassing situation two parts up and down excavate; At the bottom of g, the left and right sides, the tunnel excavation section by section tunnel, enlarge arch springing and Foundation of steel frame then and carry out supporting; Execute behind h, the excavation reservation core soil and make inverted arch, and the inverted arch construction is executed then and made secondary lining all the time immediately following getting out of a predicament or an embarrassing situation.
2. second section according to claim 1 is the job practices in xeraphium fine sand layer tunnel; It is characterized in that: the outer limb of oblique rotary churning pile is 1 °-23 °; And oblique rotary churning pile pile body is made up of water following components by weight ratio: cement: expansive soil is 4:4:1.
3. second section according to claim 1 is the job practices in xeraphium fine sand layer tunnel, it is characterized in that: when there is the cavity in the oblique rotary churning pile after the construction behind, carry out the slip casting operation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201210144534.2A CN102650210B (en) | 2012-05-11 | 2012-05-11 | Method for constructing tunnel with low-half cross section being dry powder and fine sand layers |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201210144534.2A CN102650210B (en) | 2012-05-11 | 2012-05-11 | Method for constructing tunnel with low-half cross section being dry powder and fine sand layers |
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| CN102650210A true CN102650210A (en) | 2012-08-29 |
| CN102650210B CN102650210B (en) | 2014-07-09 |
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Cited By (7)
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| CN104671723A (en) * | 2014-12-12 | 2015-06-03 | 安徽恒源煤电股份有限公司 | Paste injecting material of expansive soil cement paste |
| CN105970990A (en) * | 2016-05-31 | 2016-09-28 | 中铁局集团有限公司 | Excavation and dado construction process for tilting type superlarge-section single-pile foundation |
| CN105970991A (en) * | 2016-05-31 | 2016-09-28 | 中铁局集团有限公司 | Excavation and mucking construction process for tilting type superlarge-section single-pile foundation |
| CN105970992A (en) * | 2016-05-31 | 2016-09-28 | 中铁局集团有限公司 | Construction process for superlarge-section and large-dip-angle tunnel type pile foundation |
| CN106979027A (en) * | 2017-05-15 | 2017-07-25 | 中国铁路设计集团有限公司 | Control the convergent lock pin stake supporting construction of Tunnel sedimentation |
| CN108222951A (en) * | 2018-01-12 | 2018-06-29 | 中交四航局第工程有限公司 | Pass through fine sand layer tunnel portal weak surrounding rock section constructing method |
| CN112576264A (en) * | 2020-12-16 | 2021-03-30 | 北京市政建设集团有限责任公司 | Tunnel excavation method for penetrating through sand bed section |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104671723A (en) * | 2014-12-12 | 2015-06-03 | 安徽恒源煤电股份有限公司 | Paste injecting material of expansive soil cement paste |
| CN105970990A (en) * | 2016-05-31 | 2016-09-28 | 中铁局集团有限公司 | Excavation and dado construction process for tilting type superlarge-section single-pile foundation |
| CN105970991A (en) * | 2016-05-31 | 2016-09-28 | 中铁局集团有限公司 | Excavation and mucking construction process for tilting type superlarge-section single-pile foundation |
| CN105970992A (en) * | 2016-05-31 | 2016-09-28 | 中铁局集团有限公司 | Construction process for superlarge-section and large-dip-angle tunnel type pile foundation |
| CN105970991B (en) * | 2016-05-31 | 2018-04-03 | 中铁一局集团有限公司 | Large section tilting single-pile foundation excavates and muck removal construction technology |
| CN105970990B (en) * | 2016-05-31 | 2018-08-03 | 中铁一局集团有限公司 | Large section tilting single-pile foundation excavates and panelling construction technique |
| CN106979027A (en) * | 2017-05-15 | 2017-07-25 | 中国铁路设计集团有限公司 | Control the convergent lock pin stake supporting construction of Tunnel sedimentation |
| CN108222951A (en) * | 2018-01-12 | 2018-06-29 | 中交四航局第工程有限公司 | Pass through fine sand layer tunnel portal weak surrounding rock section constructing method |
| CN112576264A (en) * | 2020-12-16 | 2021-03-30 | 北京市政建设集团有限责任公司 | Tunnel excavation method for penetrating through sand bed section |
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| CN102650210B (en) | 2014-07-09 |
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