CN102650210B - 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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- CN102650210B CN102650210B CN201210144534.2A CN201210144534A CN102650210B CN 102650210 B CN102650210 B CN 102650210B CN 201210144534 A CN201210144534 A CN 201210144534A CN 102650210 B CN102650210 B CN 102650210B
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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 construction method in tunnel, be specially the construction method that a kind of second section is xeraphium fine sand layer tunnel.
Background technology
Along with the fast development of China Express Railway, highway, underground construction, in constructing tunnel, will run into various poor stratas, there is following features on xeraphium fine sand stratum: (1) is taking fawn powder fine sand, fine sand as main, grain diameter mainly concentrates on 0.075～0.25mm interval, account for 80%～93% of gross weight, particle is more even, and grain composition is poor; (2) dry, natural moisture content is only 2%～4%; (3) dense state; (4) cohesion is low, cohesion 0～2kPa, and angle of internal friction is 30 °～32 °.Xeraphium fine sand layer is highly sensitive, and thixotropy is strong, in work progress, causes disturbance, very easily causes and leaks sand and gush sand, 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 the measure such as slip casting or freezing to process more, and faces the xeraphium fine sand stratum that moisture content is less than 3%, and there are the following problems: the slurries that (1) is injected should not spread, and cannot play the effect of cementing layer of sand; (2) after excavation, be prone to sliding sand, gush sand phenomenon; (3) preliminary bracing open-assembly time long, cannot form quick sealing; (4) engineering construction progress is slow, and security risk is large.
Summary of the invention
The present invention for solve existing second section be after xeraphium fine sand layer tunnel adopts the construction of slip casting or freezing to exist slurries should not spread, excavate, easily occur to slide sand and gush sand phenomenon, cannot seal fast, construction speed is slow and security risk is large problem, it is the construction method 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 construction method in xeraphium fine sand layer tunnel, and step is as follows: after a, measurement setting-out, carry out advance support; B, arc leading pit is dug out to along tunnel excavation outline line in loess region, top, tunnel, immediately first pneumatically placed concrete apply preliminary bracing; C, bottom, tunnel xeraphium fine sand layer face is applied to the advanced levels rotary churning pile that some plum blossom-shapeds are arranged, meanwhile, the some oblique rotary churning piles of centering step construction, must ensure longitudinally interlock continuously, overlap joint is closely up and down between adjacent oblique rotary churning pile; D, divide upper and lower two parts to excavate on middle step; E, to the some oblique rotary churning piles of construction of getting out of a predicament or an embarrassing situation, between adjacent oblique rotary churning pile, must ensure longitudinally continuously interlock, overlap joint is closely up and down; F, point upper and lower two parts of getting out of a predicament or an embarrassing situation excavate; At the bottom of g, the left and right sides, tunnel excavation section by section tunnel, then expand arch springing and Foundation of steel frame and carry out supporting; After h, excavation remaining core soil in advance, apply inverted arch, and inverted arch construction is all the time immediately following getting out of a predicament or an embarrassing situation, and then applies secondary lining.
By the oblique rotary churning pile of constructing in advance at abutment wall, second section is carried out to advance support, on lower half section excavation outline line, form isolation piling wall continuously, play and cut off and the effect of reinforcing layer of sand, prevent layer of sand landing, cave in; By adopting many steps partial excavation, reduce the disturbance to layer of sand, reduce excavation free face and play protection country rock, stop the effect that preliminary bracing generation convergence sedimentation large deformation is even caved in; Preliminary bracing bow member is adopted to the job step that expands arch springing and expand Foundation of steel frame, effectively control tunnel subsidence and convergence; Bottom, tunnel xeraphium fine sand layer face is performed to advanced levels rotary churning pile and carry out shutoff protection; prevent that in digging process, front occurring slides sand and gush sand phenomenon; control face and extrude displacement; inverted arch construction is immediately following getting out of a predicament or an embarrassing situation; seal in time ring; control face distortion, overcome existing second section and be after xeraphium fine sand layer tunnel adopts slip casting or freezing construction to exist slurries should not spread, excavate, easily occur to slide sand and gush sand phenomenon, cannot seal fast, construction speed is slow and security risk is large problem.
The outer limb of oblique rotary churning pile is 1 °-23 °, and oblique rotary churning pile pile body is to be grouped into by the one-tenth of following weight proportion, water: 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.
In the time there is cavity behind in the oblique rotary churning pile after construction, carry out slip casting operation, guarantee preliminary bracing and country rock are more encrypted note.
The construction method that the present invention adopts is rationally effective, reinforces and cuts off xeraphium fine sand layer, prevents its slump, plays preliminary bracing convergence and the effect of sinking controlled simultaneously; And reduce the disturbance to fine sand layer, and reduce to excavate free face, play protection country rock and stop the effect that tunnel caves in; Effectively control tunnel subsidence, prevented that in digging process, front occurring slides sand and gush sand phenomenon, strictly controls face and extrudes displacement; When ensureing that preliminary bracing and country rock are more encrypted note, inverted arch construction, immediately following getting out of a predicament or an embarrassing situation, is sealed into ring in time, controls face distortion.
Detailed description of the invention
Second section is the construction method in xeraphium fine sand layer tunnel, and step is as follows: after a, measurement setting-out, carry out advance support; B, arc leading pit is dug out to along tunnel excavation outline line in loess region, top, tunnel, immediately first pneumatically placed concrete apply preliminary bracing; C, bottom, tunnel xeraphium fine sand layer face is applied to the advanced levels rotary churning pile that some plum blossom-shapeds are arranged, meanwhile, the some oblique rotary churning piles of centering step construction, must ensure longitudinally interlock continuously, overlap joint is closely up and down between adjacent oblique rotary churning pile; D, divide upper and lower two parts to excavate on middle step; E, to the some oblique rotary churning piles of construction of getting out of a predicament or an embarrassing situation, between adjacent oblique rotary churning pile, must ensure longitudinally continuously interlock, overlap joint is closely up and down; F, point upper and lower two parts of getting out of a predicament or an embarrassing situation excavate; At the bottom of g, the left and right sides, tunnel excavation section by section tunnel, then expand arch springing and Foundation of steel frame and carry out supporting; After h, excavation remaining core soil in advance, apply inverted arch, and inverted arch construction is all the time immediately following getting out of a predicament or an embarrassing situation, and then applies secondary lining.
The outer limb of oblique rotary churning pile is 1 °-23 °, and oblique rotary churning pile pile body is to be grouped into by the one-tenth of following weight proportion, water: cement: expansive soil is 4:4:1; In the time that the oblique rotary churning pile after construction exists cavity behind, carry out slip casting operation.
In specific implementation process, arc leading pit height is 2.0-3.0m, and Core Soil is 3-5m along tunnel longitudinal length, and Core Soil width is 1/3 ~ 1/2 of tunnel excavation span, is highly 1.5-2.5m, and a Pin bow member is excavated in each circulation; 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 is all no more than 2m, ribbing expands arch springing outside arch springing, junction plate position pad is established channel-section steel and is expanded Foundation of steel frame, adopts U-shaped reinforcing bar to lock with anchor tube welding reinforcement the stability that pin anchor tube is connected with steelframe simultaneously, effectively controls sedimentation; Advanced levels rotary churning pile adopts 2 × 2 meters of layouts, and length is 20m, the same road gradient in highway tunnel of angle, 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 construction and supporting measures at the bottom of excavation, tunnel, remaining core soil in advance excavates and applies inverted arch all needs monitoring measurement.
Claims (3)
1. second section is the construction method in xeraphium fine sand layer tunnel, it is characterized in that: step is as follows: after a, measurement setting-out, carry out advance support; B, arc leading pit is dug out to along tunnel excavation outline line in loess region, top, tunnel, immediately first pneumatically placed concrete apply preliminary bracing; C, bottom, tunnel xeraphium fine sand layer face is applied to the advanced levels rotary churning pile that some plum blossom-shapeds are arranged, meanwhile, the some oblique rotary churning piles of centering step construction, must ensure longitudinally interlock continuously, overlap joint is closely up and down between adjacent oblique rotary churning pile; D, divide upper and lower two parts to excavate on middle step; E, to the some oblique rotary churning piles of construction of getting out of a predicament or an embarrassing situation, between adjacent oblique rotary churning pile, must ensure longitudinally continuously interlock, overlap joint is closely up and down; F, point upper and lower two parts of getting out of a predicament or an embarrassing situation excavate; At the bottom of g, the left and right sides, tunnel excavation section by section tunnel, then expand arch springing and Foundation of steel frame and carry out supporting; After h, excavation remaining core soil in advance, apply inverted arch, and inverted arch construction is all the time immediately following getting out of a predicament or an embarrassing situation, and then applies secondary lining.
2. the construction method that second section according to claim 1 is 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 to be grouped into by the one-tenth of following weight proportion, water: cement: expansive soil is 4:4:1.
3. the construction method that second section according to claim 1 is xeraphium fine sand layer tunnel, is characterized in that: in the time that the oblique rotary churning pile after construction exists cavity behind, carry out slip casting operation.
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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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| 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 CN102650210A (en) | 2012-08-29 |
| CN102650210B true CN102650210B (en) | 2014-07-09 |
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Families Citing this family (7)
| 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 |
| CN105970992B (en) * | 2016-05-31 | 2018-07-03 | 中铁一局集团有限公司 | Large section high inclination-angle tunnel type pile foundation construction process |
| 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 |
| 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 |
| 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 |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101105131A (en) * | 2007-08-17 | 2008-01-16 | 中铁十二局集团有限公司 | Tunnel dredging method suitable for railway large section IV, V class rock tunnel |
| CN102134998A (en) * | 2011-04-27 | 2011-07-27 | 中铁二局股份有限公司 | Construction method for wind-blown sand tunnel |
| CN102251781A (en) * | 2011-04-27 | 2011-11-23 | 中铁二局股份有限公司 | Guiding horizontal jet grouting pile pre-support construction method for scattered particle rock surrounding tunnel |
| CN202215256U (en) * | 2011-09-23 | 2012-05-09 | 中铁十二局集团第三工程有限公司 | Reinforcing structure for fine sand layer of tunnel |
-
2012
- 2012-05-11 CN CN201210144534.2A patent/CN102650210B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101105131A (en) * | 2007-08-17 | 2008-01-16 | 中铁十二局集团有限公司 | Tunnel dredging method suitable for railway large section IV, V class rock tunnel |
| CN102134998A (en) * | 2011-04-27 | 2011-07-27 | 中铁二局股份有限公司 | Construction method for wind-blown sand tunnel |
| CN102251781A (en) * | 2011-04-27 | 2011-11-23 | 中铁二局股份有限公司 | Guiding horizontal jet grouting pile pre-support construction method for scattered particle rock surrounding tunnel |
| CN202215256U (en) * | 2011-09-23 | 2012-05-09 | 中铁十二局集团第三工程有限公司 | Reinforcing structure for fine sand layer of tunnel |
Non-Patent Citations (2)
| Title |
|---|
| 水平旋喷桩在地铁暗挖隧道施工中的应用;现代隧道技术;《现代隧道技术》;20030625;52-53页4.1-4.4 * |
| 现代隧道技术.水平旋喷桩在地铁暗挖隧道施工中的应用.《现代隧道技术》.2003, |
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