CN106351215A - Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile - Google Patents
Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile Download PDFInfo
- Publication number
- CN106351215A CN106351215A CN201610888918.3A CN201610888918A CN106351215A CN 106351215 A CN106351215 A CN 106351215A CN 201610888918 A CN201610888918 A CN 201610888918A CN 106351215 A CN106351215 A CN 106351215A
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- pile
- tunnel
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- rotary churning
- hole
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- 239000004576 sand Substances 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title claims abstract description 24
- 238000010276 construction Methods 0.000 claims abstract description 56
- 238000009412 basement excavation Methods 0.000 claims description 7
- 230000003044 adaptive effect Effects 0.000 abstract 1
- 230000002349 favourable effect Effects 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 3
- 239000007921 spray Substances 0.000 description 2
- 230000004308 accommodation Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a method for supporting an aeolian sand tunnel entrance arch door frame type jet grouting pile and relates to the technical field of tunnel construction. The method comprises the steps of laying off jet grouting piles on the earth's surface of a hidden hole entrance, performing vertical jet grouting pile construction, and excavating an open cut tunnel and the hidden hole. The method has the advantages that the vertical jet grouting pile are snapped with each other, so that an arch door frame type continuous concrete structure is formed at the hidden hole entrance of a tunnel, stable side upward slopes and hidden hole advance support conditions are provided for tunnel hidden hole and open cut tunnel construction, large scale landside during construction is avoided, and it is guaranteed that the tunnel hidden hole construction is performed smoothly and safely. According to the technical scheme, the key problem of hidden hole entrance construction of the aeolian sand tunnel is solved; the method is very favorable for reducing project cost and project construction period, the method is wide in technical adaptive range, the structural stress is scientific, design parameters can be flexibly adjusted according to the tunnel entrance geological and geomorphological conditions, and the construction is convenient and safe.
Description
First, technical field
The present invention relates to technical field of tunnel construction, a kind of more particularly to wind-blown sand tunnel hole arch form door case type rotary churning pile props up
The method of shield.
2nd, background technology
It is distributed with the drift-sand geology and geomorphology situation of vast area on China Qinghai, Xinjiang, Inner Mongol, Ningxia, Shaanxi and other places.?
Under the conditions of this geology, tunnel construction faces great difficulty.One of major issue is exactly under drift-sand geological conditions how
The dark hole in tunnel is made safely and smoothly to enter dark hole.The dark hole of wind-blown sand tunnel cannot be stablized after excavation, almost surely caves in
Situations such as, it is that constructing tunnel brings major safety risks.
3rd, content of the invention
In order to overcome the above-mentioned deficiencies of the prior art, the invention provides a kind of wind-blown sand tunnel hole arch form door case type rotary churning pile
The method of supporting: wind-blown sand tunnel dark hole hole vault arranges vertical rotary churning pile, is made adjacent by timber pile footpath Small Distance mode
The close bonding of rotary churning pile, thus form underground continuous concrete to pay protection structure in advance it is ensured that wind-blown sand tunnel open cut tunnel and secretly wide open dig
When face-upward slope and dark hole structure safety.
It is completed by following steps: dark hole hole earth's surface rotary churning pile setting-out → vertical jet grouting pile construction → cut-and-cover tunnel and dark
Wide open dig → dark hole structure construction；
Dark hole hole earth's surface rotary churning pile setting-out: this stake is calculated according to every pile earth's surface elevation and the relative position with tunnel
Long, according to design drawing with the dark hole pile No. that designs as starting point, extend 10～15m, horizontal 17～20m to longitudinal barrel direction,
Carry out vertical jet grouting pile construction；Rotary churning pile stake top height is 2m height on arch ring top, calculates the length of every rotary churning pile；
The process conditions of rotary churning pile pile driving construction operation are: carry out jet grouting pile construction from drift-sand earth's surface, churning drill bit of pile machine is drilled into
Projected depth starts churning, steps up high to design rotary churning pile top mark, forms a complete rotary churning pile, in rotary churning pile pile body
Intensity reaches and is carrying out jet grouting pile construction again every stake position during 10 more than mpa, finally carries out rotary churning pile two centres and applies
Work so that underground rotary churning pile pile body is connected, rotary churning pile foundation pile footpath 80cm, horizontal and vertical spacing be 60cm, rotary churning pile
Strength of the mixing pile should be not less than 15mpa；
The process conditions of cut-and-cover tunnel and dark hole excavating sequences are: after the completion for the treatment of dark hole hole top jet grouting pile construction, strength of the mixing pile reaches
To the excavation that can carry out hole open cut tunnel and dark hole during 15 more than mpa.
Points for attention: 1, arch door case type advance support length and width can specific aim according to tunnel portal geology, landforms
Adjustment.2nd, after the completion of jet grouting pile construction, strength of the mixing pile reaches the excavation that can carry out hole open cut tunnel and dark hole when more than 75%.3rd, revolve
Spray stake must measure by stake and setting-out, and calculates length and the depth of every pile.4th, rotary churning pile pile diameter domination is very crucial,
Must assure that rotary churning pile reaches design stake footpath.5th, it is necessary to carry out rotary churning pile test pile under the conditions of identical geology before jet grouting pile construction
Construction, to determine the Specific construction parameter under this geological conditions.6th, rotary churning pile serosity can be adjusted according to live stratum water content
Whole.
Technical characterstic: 1, adjacent rotary churning pile is closely engaged mutually is the key of the technical program.2nd, accurately control every rotation
The stake footpath of spray stake and length, depth.3rd, rotary churning pile strength of the mixing pile should be not less than 15mpa.4th, this method can be used for wind-blown sand tunnel,
Saturated soft soil tunnel etc..
The beneficial effects of the present invention is: engaged using vertical rotary churning pile, form an arch at tunnel An Dong hole
Shape door case type underground continuous concrete structure, is the dark hole in tunnel and open cut tunnel construction provides stable face-upward slope and dark hole advance support
Condition, it is to avoid there is large scale landside or landslide situation in construction it is ensured that the smooth safe construction in the dark hole in tunnel, this technical side
Case solves a key difficult problem for wind-blown sand tunnel dark hole entrance construction；It is advantageous to save construction costs and reduce engineering work
Phase；
This technology wide accommodation, structure stress science, design parameter can be adjusted flexibly according to tunnel portal geology and geomorphology condition,
Construction Portable safety.This technology passes through the arch door case type that rotary churning pile pile body is engaged, is formed in advance in drift-sand stratum
Buried concrete overall structure, it is to avoid wind-blown sand tunnel secretly wide open digging and the face-upward slope slump situation that produces, is wind-blown sand tunnel
Dark hole hole is excavated and is created conditions.
4th, brief description
Fig. 1 is wind-blown sand tunnel hole arch form doorframe profile；
Fig. 2 is the rotary churning pile partial enlargement a-a sectional view of Fig. 1；
5th, specific embodiment
Embodiment 1
A kind of method of wind-blown sand tunnel hole arch form door case type rotary churning pile supporting:
Wind-blown sand tunnel dark hole hole vault arranges vertical rotary churning pile, makes adjacent rotary churning pile close by timber pile footpath Small Distance mode
Cut bonding, thus forming underground continuous concrete to pay protection structure in advance it is ensured that wind-blown sand tunnel open cut tunnel and secretly wide open face-upward slope when digging
And the safety of dark hole structure.
It is completed by following steps: dark hole hole earth's surface rotary churning pile setting-out → vertical jet grouting pile construction → cut-and-cover tunnel and dark
Wide open dig → dark hole structure construction；
Dark hole hole earth's surface rotary churning pile setting-out: this stake is calculated according to every pile earth's surface elevation and the relative position with tunnel
Long, according to design drawing with the dark hole pile No. that designs as starting point, extend 10m, horizontal 17m to longitudinal barrel direction, carry out vertical
Jet grouting pile construction；Rotary churning pile stake top height is 2m height on arch ring top, calculates the length of every rotary churning pile；
The process conditions of rotary churning pile pile driving construction operation are: carry out jet grouting pile construction from drift-sand earth's surface, churning drill bit of pile machine is drilled into
Projected depth starts churning, steps up high to design rotary churning pile top mark, forms a complete rotary churning pile, in rotary churning pile pile body
Intensity reaches and is carrying out jet grouting pile construction again every stake position during 10 more than mpa, finally carries out rotary churning pile two centres and applies
Work so that underground rotary churning pile pile body is connected, rotary churning pile foundation pile footpath 80cm, horizontal and vertical spacing be 60cm, rotary churning pile
Strength of the mixing pile should be not less than 15mpa；
The process conditions of cut-and-cover tunnel and dark hole excavating sequences are: after the completion for the treatment of dark hole hole top jet grouting pile construction, strength of the mixing pile reaches
To the excavation that can carry out hole open cut tunnel and dark hole during 15 more than mpa.
Embodiment 2
The method of a kind of wind-blown sand tunnel hole arch form door case type rotary churning pile supporting: vault setting in wind-blown sand tunnel dark hole hole is perpendicular
To rotary churning pile, the close bonding of adjacent rotary churning pile is made by timber pile footpath Small Distance mode, thus it is pre- to form underground continuous concrete
Supporting construction is it is ensured that the safety of wind-blown sand tunnel open cut tunnel and secretly wide open face-upward slope and dark hole structure when digging.
It is completed by following steps: dark hole hole earth's surface rotary churning pile setting-out → vertical jet grouting pile construction → cut-and-cover tunnel and dark
Wide open dig → dark hole structure construction；
Dark hole hole earth's surface rotary churning pile setting-out: this stake is calculated according to every pile earth's surface elevation and the relative position with tunnel
Long, according to design drawing with the dark hole pile No. that designs as starting point, extend 13m, horizontal 18m to longitudinal barrel direction, carry out vertical
Jet grouting pile construction；Rotary churning pile stake top height is 2m height on arch ring top, calculates the length of every rotary churning pile；
The process conditions of rotary churning pile pile driving construction operation are: carry out jet grouting pile construction from drift-sand earth's surface, churning drill bit of pile machine is drilled into
Projected depth starts churning, steps up high to design rotary churning pile top mark, forms a complete rotary churning pile, in rotary churning pile pile body
Intensity reaches and is carrying out jet grouting pile construction again every stake position during 10 more than mpa, finally carries out rotary churning pile two centres and applies
Work so that underground rotary churning pile pile body is connected, rotary churning pile foundation pile footpath 80cm, horizontal and vertical spacing be 60cm, rotary churning pile
Strength of the mixing pile should be not less than 15mpa；
The process conditions of cut-and-cover tunnel and dark hole excavating sequences are: after the completion for the treatment of dark hole hole top jet grouting pile construction, strength of the mixing pile reaches
To the excavation that can carry out hole open cut tunnel and dark hole during 15 more than mpa.
Embodiment 3
The method of a kind of wind-blown sand tunnel hole arch form door case type rotary churning pile supporting: vault setting in wind-blown sand tunnel dark hole hole is perpendicular
To rotary churning pile, the close bonding of adjacent rotary churning pile is made by timber pile footpath Small Distance mode, thus it is pre- to form underground continuous concrete
Supporting construction is it is ensured that the safety of wind-blown sand tunnel open cut tunnel and secretly wide open face-upward slope and dark hole structure when digging.It is complete by following steps
Become: dark hole hole earth's surface rotary churning pile setting-out → vertical jet grouting pile construction → cut-and-cover tunnel and secretly wide open dig → secretly hole structure construction；
Dark hole hole earth's surface rotary churning pile setting-out: this stake is calculated according to every pile earth's surface elevation and the relative position with tunnel
Long, according to design drawing with the dark hole pile No. that designs as starting point, extend 15m, horizontal 20m to longitudinal barrel direction, carry out vertical
Jet grouting pile construction；Rotary churning pile stake top height is 2m height on arch ring top, calculates the length of every rotary churning pile；
The process conditions of rotary churning pile pile driving construction operation are: carry out jet grouting pile construction from drift-sand earth's surface, churning drill bit of pile machine is drilled into
Projected depth starts churning, steps up high to design rotary churning pile top mark, forms a complete rotary churning pile, in rotary churning pile pile body
Intensity reaches and is carrying out jet grouting pile construction again every stake position during 10 more than mpa, finally carries out rotary churning pile two centres and applies
Work so that underground rotary churning pile pile body is connected, rotary churning pile foundation pile footpath 80cm, horizontal and vertical spacing be 60cm, rotary churning pile
Strength of the mixing pile should be not less than 15mpa；
The process conditions of cut-and-cover tunnel and dark hole excavating sequences are: after the completion for the treatment of dark hole hole top jet grouting pile construction, strength of the mixing pile reaches
To the excavation that can carry out hole open cut tunnel and dark hole during 15 more than mpa.
Claims (1)
1. the method for a kind of wind-blown sand tunnel hole arch form door case type rotary churning pile supporting: it is characterized in that: it is complete by following steps
Become: dark hole hole earth's surface rotary churning pile setting-out → vertical jet grouting pile construction → cut-and-cover tunnel and secretly wide open dig；
Dark hole hole earth's surface rotary churning pile setting-out: this stake is calculated according to every pile earth's surface elevation and the relative position with tunnel
Long, according to design drawing with the dark hole pile No. that designs as starting point, extend 10～15m, horizontal 17～20m to longitudinal barrel direction,
Carry out vertical jet grouting pile construction；Rotary churning pile stake top height is 2m height on arch ring top, calculates the length of every rotary churning pile；
The process conditions of rotary churning pile pile driving construction operation are: carry out jet grouting pile construction from drift-sand earth's surface, churning drill bit of pile machine is drilled into
Projected depth starts churning, steps up high to design rotary churning pile top mark, forms a complete rotary churning pile, in rotary churning pile pile body
Intensity reaches and is carrying out jet grouting pile construction again every stake position during 10 more than mpa, finally carries out rotary churning pile two centres and applies
Work so that underground rotary churning pile pile body is connected, rotary churning pile foundation pile footpath 80cm, horizontal and vertical spacing be 60cm, rotary churning pile
Strength of the mixing pile should be not less than 15mpa；
The process conditions of cut-and-cover tunnel and dark hole excavating sequences are: after the completion for the treatment of dark hole hole top jet grouting pile construction, strength of the mixing pile reaches
To the excavation that can carry out hole open cut tunnel and dark hole during 15 more than mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610888918.3A CN106351215A (en) | 2016-10-12 | 2016-10-12 | Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610888918.3A CN106351215A (en) | 2016-10-12 | 2016-10-12 | Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile |
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| Publication Number | Publication Date |
|---|---|
| CN106351215A true CN106351215A (en) | 2017-01-25 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610888918.3A Pending CN106351215A (en) | 2016-10-12 | 2016-10-12 | Method for supporting aeolian sand tunnel entrance arch door frame type jet grouting pile |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107366282A (en) * | 2017-07-11 | 2017-11-21 | 北京市政建设集团有限责任公司 | A kind of tunnel arch foot partial high pressure rotary churning pile reinforcement technique |
| CN107524144A (en) * | 2017-07-28 | 2017-12-29 | 同济大学 | A kind of hardened system and reinforcement means for soft soil foundation before tunnel excavation |
| CN109026057A (en) * | 2018-07-25 | 2018-12-18 | 西南交通大学 | A kind of tunnel combined support structure suitable for drift-sand stratum |
| CN109209448A (en) * | 2018-08-28 | 2019-01-15 | 北京瑞威世纪铁道工程有限公司 | Tunnel surface grouting blocks water construction method |
| CN109487640A (en) * | 2018-10-15 | 2019-03-19 | 西南交通大学 | A kind of closed conduit develops regional consolidation roadbed of high-speed structure and construction method |
| CN114109394A (en) * | 2021-10-22 | 2022-03-01 | 西南交通大学 | Method for determining pile length of tunnel shallow-buried weak surrounding rock high-pressure jet grouting pile method ground surface reinforcement |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1757771A2 (en) * | 2005-08-23 | 2007-02-28 | Trevi S.p.A. | Method for consolidating and impermeabilizing the ground around a tunnel |
| CN105909263A (en) * | 2016-06-13 | 2016-08-31 | 中交第公路勘察设计研究院有限公司 | Eolian sand stratum highway tunnel structure and construction method thereof |
-
2016
- 2016-10-12 CN CN201610888918.3A patent/CN106351215A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1757771A2 (en) * | 2005-08-23 | 2007-02-28 | Trevi S.p.A. | Method for consolidating and impermeabilizing the ground around a tunnel |
| CN105909263A (en) * | 2016-06-13 | 2016-08-31 | 中交第公路勘察设计研究院有限公司 | Eolian sand stratum highway tunnel structure and construction method thereof |
Non-Patent Citations (3)
| Title |
|---|
| 徐智等: "旋喷桩加固技术在某隧道风积砂地层中的应用", 《现代隧道技术》 * |
| 潘振武: "建筑工程地基基础变形分析与加固处理", 《广东公路交通》 * |
| 高成梁等: "旋喷桩在盾构法隧道端头井洞口土体加固工程中的应用", 《探矿工程(岩土钻掘工程)》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107366282A (en) * | 2017-07-11 | 2017-11-21 | 北京市政建设集团有限责任公司 | A kind of tunnel arch foot partial high pressure rotary churning pile reinforcement technique |
| CN107524144A (en) * | 2017-07-28 | 2017-12-29 | 同济大学 | A kind of hardened system and reinforcement means for soft soil foundation before tunnel excavation |
| CN109026057A (en) * | 2018-07-25 | 2018-12-18 | 西南交通大学 | A kind of tunnel combined support structure suitable for drift-sand stratum |
| CN109209448A (en) * | 2018-08-28 | 2019-01-15 | 北京瑞威世纪铁道工程有限公司 | Tunnel surface grouting blocks water construction method |
| CN109487640A (en) * | 2018-10-15 | 2019-03-19 | 西南交通大学 | A kind of closed conduit develops regional consolidation roadbed of high-speed structure and construction method |
| CN109487640B (en) * | 2018-10-15 | 2020-11-17 | 西南交通大学 | High-speed railway roadbed reinforcing structure in underdrain development area and construction method |
| CN114109394A (en) * | 2021-10-22 | 2022-03-01 | 西南交通大学 | Method for determining pile length of tunnel shallow-buried weak surrounding rock high-pressure jet grouting pile method ground surface reinforcement |
| CN114109394B (en) * | 2021-10-22 | 2022-07-15 | 西南交通大学 | Method for determining pile length of tunnel shallow-buried weak surrounding rock high-pressure jet grouting pile method ground surface reinforcement |
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