CN101845819A - Method for solidifying support of deep and thick soil side slope - Google Patents
Method for solidifying support of deep and thick soil side slope Download PDFInfo
- Publication number
- CN101845819A CN101845819A CN 201010185061 CN201010185061A CN101845819A CN 101845819 A CN101845819 A CN 101845819A CN 201010185061 CN201010185061 CN 201010185061 CN 201010185061 A CN201010185061 A CN 201010185061A CN 101845819 A CN101845819 A CN 101845819A
- Authority
- CN
- China
- Prior art keywords
- pile
- reinforced concrete
- side slope
- soil
- sleeve pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention discloses a method for solidifying support of a deep and thick soil side slope, which comprises the following steps of: according to the characteristics of controlling soil side slopes in actual projects, drilling holes in the deep and thick soil side slope to be controlled, protecting the side slope by using a sleeve, and filling a linear cartridge bag in the sleeve; forming a columnar cavity in the side slope soil layer by detonating the explosive charge in the sleeve, arranging a large-diameter steel bar in the center of the cavity, and pouring concrete in the cavity to coat the steel bar and fill the cavity to form a reinforced concrete pile; and performing explosion reaming on adjacent holes and constructing reinforced concrete piles to form one or more rows of reinforced concrete piles to solidify the support of the side slope. The method has the advantages of simple technology, high strength of the pile body, good soil layer compaction effect, and capacity of improving the soil intensity, fulfills the aim of improving the side slope stability through the interaction between the soil layer and the reinforced concrete piles, is mainly applied to the solidifying construction of the deep and thick soil side slope, and has the characteristics of simple technology, low manufacturing cost, and good solidifying effect.
Description
Technical field
The invention belongs to the geotechnical engineering technical field, particularly a kind of reinforcing supporting method of slope project.
Background technology
Increasing because of the expansion of human engineering activity scale and the engineering construction of mountain and hill area, landslide disaster problem seem that more and more for outstanding, the side slope unstability not only causes the construction period to prolong, and investment is increased.The reinforcing supporting measure of soil-slope commonly used has retaining wall, antislide pile, anchor pole (anchor cable) Vierendeel girder etc.When the slope sliding face was dark, construction period, the cost of more than reinforcing supporting measure sharply increased, and the reliability of consolidation effect reduces rapidly.Utilize the explosion energy of explosive, extrusion soil formation explosion expanded piling is a underpin technology of generally using both at home and abroad in compressible soil layer, this technology mainly is to adopt mechanical Drilling big gun hole, dress blast with linear charges and detonating in the big gun hole, the big gun hole is enlarged, at the bottom of the big gun hole, place the point charge and the last concrete perfusion of formation kettle shape pile crown that detonates then, or in the hole, lay reinforcing bar and irritate into pile foundation.This technology causes very easily occurring problems such as the explosive expansion hole caves in, undergauge in the work progress, and only uses in the foundation construction process owing to detonate for twice.
Summary of the invention
But being exactly present situation at above-mentioned prior art, purpose of the present invention provides the reinforcing supporting method of a kind of rapid construction, cost deep soil-slope low, reliable for effect.
Technical scheme of the present invention is: adopt limit equilibrium state analysis of slope stability, and design determines that reinforced concrete pile reaches parameter such as array pitch and pile position therebetween, adopts following step pile then successively on this basis:
1, boring and reaming: after the boring of described pile position, adopt the sleeve pipe guard aperture and in sleeve pipe, install explosive, make it form explosive expansion hole (blast chamber) after detonating according to design parameters.
2, steel concrete pile: in the middle of blast chamber, settle large diameter high tensile reinforcement according to design parameters, concrete perfusion, the cavity that contained explosion forms forms reinforced concrete pile.
For the reinforcing supporting effect of further reinforcing steel bar concrete pile, the present invention can further take:
1, between guard aperture sleeve pipe and hole wall, use the mode retaining wall of filling water mud, and the explosive in the guard aperture sleeve pipe that after its cement paste initial set, detonates.
2, when the adjacent layout of reinforced concrete pile and air line distance≤8m, the blast reaming in pile and the back stake pile is carried out in preceding pile concrete final setting time successively.
3, the main charge section adopts the powder charge of major diameter powder stick in the guard aperture sleeve pipe, and the above 1m length range of main charge section adopts small diameter medicine roll powder charge, not powder charge in the 5～6m length range of position, aperture;
4, choose concrete aggregate diameter≤1.5cm, and in concrete, mix an amount of retarding agent.
In practical operation, the present invention is directed to the deep cohesive soil side slope that contains potential sliding mass, stability according to side slope, determine pitch of holes, intensity and the drilling depth of the reinforced concrete pile planned to build, adopt and be drilled with large diameter deep hole, behind the pore-forming, adopt the sleeve pipe guard aperture, adorn the major diameter powder stick in sleeve pipe at the bottom of the hole, powder charge section topmost 1m adorns small diameter medicine roll, apart from the not powder charge of 5～6m of position, aperture.Single hole detonates after installing explosive, when in the contiguous 8m scope reinforced concrete pile of having built being arranged, should be controlled in the final setting time after contiguous stake is built and detonate, adopt borehole television to survey the shape and the stable state of blast chamber then, settle the major diameter reinforcing bar subsequently, and fixedly reinforcing bar pours into the slightly expanded concrete of compressive strength more than 30MPa again in the blast chamber center, form single reinforced concrete pile, concrete can suitably mix retarding agent in case of necessity; After the single hole construction is finished, carry out the construction of adjacent steel rib concrete pile, finally form a row or multi-row reinforced concrete pile.In the work progress, need concrete pile is carried out suitable maintenance.
The present invention can directly utilize the rig of job site to be drilled with the big gun hole, utilizes concrete placing installation to carry out concrete construction, need not use heavy mechanical equipment.Therefore, the present invention has effectively avoided the soil-slope problem that the supporting method construction period is long, difficulty is big, cost is high commonly used, can effectively improve the stability of soil-slope.And this method utilization blast reaming can be in the on-the-spot rapid construction of side slope, and according to potential sliding surface position, the steel concrete pile length of the supporting of rationally determining to need reinforcement, and simple to operate.
Description of drawings
Accompanying drawing 2 is the A-A side slope generalized section of accompanying drawing 1.
Accompanying drawing 5 is the borehole charge structural representation of filling water mud retaining wall between guard aperture sleeve pipe and the hole wall.
In the accompanying drawing: 1-reinforced concrete pile, 2-soil property covering layer, the potential sliding mass of 3-, 4-rock, 5-boring, 6-sleeve pipe, 7-powder stick, 8-blast chamber, 9-reinforcing bar, 10-concrete, 11-cement paste.
The specific embodiment
Below in conjunction with instantiation the present invention is further introduced.
1, determines the parameter of reinforced concrete pile
Adopt limit equilibrium state analysis of slope stability, according to the stability of side slope, determine reinforced concrete pile and between array pitch and pile position.Design determines to be provided with two campsheds, 24 of every rows, pile spacing 5m, array pitch 15m, pile body average diameter 60cm, dark 22m.
2, boring and reaming
The opening of finishing reinforced concrete pile forms operation platform, and Φ 110mm aperture is adopted in boring then, hole depth 22m, and drilling depth surpasses potential slide plane 3m, adopts Φ 80mmPVC casing protection behind the pore-forming.Adopt the powder charge of Φ 70mm powder stick in sleeve pipe, the above 1m of main charge section adopts small diameter medicine roll, and emulsion is used in the not powder charge of 5～6m section of position, aperture.Single hole detonates then, forms blast chamber.Because of the not enough 8m of the reinforced concrete pile of having built that distance is closed on, the burst time is controlled in the contiguous concrete pile concrete final setting time, adopts borehole television to survey blast chamber shape and stable state subsequently.
3, form reinforced concrete pile
In blast chamber, settle the high-strength twisted steel of diameter of phi 36mm, and fixedly reinforcing bar in the blast chamber center.Injecting compressive strength with concrete construction machinery then is the slightly expanded concrete of 35MPa, forms reinforced concrete pile, concrete aggregate maximum particle diameter 1.0cm, and suitably mix retarding agent.
4, carry out the construction of adjacent studs.
According to the design parameters of reinforced concrete pile, the reinforced concrete pile of other design attitudes of constructing one by one forms 2 explosive expansion reinforced concrete piles in side slope.
5, maintenance and quality inspection
Reinforced concrete pile is carried out suitable maintenance.And according to the concrete amount of building, the length of concrete pile, the average diameter of measuring and calculating concrete pile, the quality of assessment stake.
1, determines the parameter of reinforced concrete pile
Adopt limit equilibrium state analysis of slope stability,, determine that reinforced concrete pile (1) reaches array pitch and pile position therebetween according to the stability of side slope.Design determines to be provided with two campsheds, 24 of every rows, pile spacing 5m, array pitch 15m, pile body average diameter 70cm, dark 22m.
2, boring and reaming
The opening of finishing reinforced concrete pile, the formation operation platform, Φ 160mm aperture is adopted in boring then, hole depth 22m, drilling depth surpasses potential slide plane 3m, adopts Φ 80mmPVC casing protection behind the pore-forming, and sleeve pipe is scheduled the center, hole.Adopt the powder charge of Φ 70mm powder stick in sleeve pipe, the above 1m of main charge section adopts the small diameter medicine roll powder charge, and emulsion is used in the not powder charge of 5～6m section of position, aperture.After the powder charge, grout injection between sleeve pipe and big gun hole wall, treat the cement paste initial set after, single hole detonates, and forms blast chamber.Because of the not enough 8m of the reinforced concrete pile of having built that distance is closed on, the burst time is controlled in the contiguous concrete pile concrete final setting time, adopts borehole television to survey blast chamber shape and stable state subsequently.
3, form reinforced concrete pile
In blast chamber, insert the high-strength twisted steel of diameter of phi 36mm, and fixedly reinforcing bar in the blast chamber center.Injecting compressive strength with concrete construction machinery then is the slightly expanded concrete of 35MPa, forms reinforced concrete pile, concrete aggregate maximum particle diameter 1.0cm, and suitably mix retarding agent.
4, carry out the construction of adjacent studs.
Carrying out the construction of adjacent studs, mainly is the design parameters according to reinforced concrete pile, the reinforced concrete pile of other design attitudes of constructing one by one.In side slope, form 2 explosive expansion reinforced concrete piles.
5, maintenance and quality inspection
Reinforced concrete pile is carried out suitable maintenance.And according to the concrete amount of building, the length of concrete pile, the average diameter of measuring and calculating reinforced concrete pile, the quality of assessment stake.
Claims (4)
1. the reinforcing supporting method of a deep soil-slope adopts limit equilibrium state analysis of slope stability, and design determines that reinforced concrete pile reaches parameter such as array pitch and pile position therebetween, is characterized in that on this basis
Described reinforced concrete pile adopts following step pile successively:
1) boring and reaming: after the boring of described pile position, adopt the sleeve pipe guard aperture and in sleeve pipe, install explosive, make it form explosive expansion hole (blast chamber) after detonating according to design parameters;
2) steel concrete pile: in the middle of blast chamber, settle large diameter high tensile reinforcement according to design parameters, concrete perfusion, the cavity that contained explosion forms forms reinforced concrete pile.
2. the reinforcing supporting method of a kind of deep soil-slope according to claim 1 is characterized in that:
Use the mode retaining wall of filling water mud between described guard aperture sleeve pipe and the hole wall, and the explosive in the guard aperture sleeve pipe that after its cement paste initial set, detonates.
3. the reinforcing supporting method of a kind of deep soil-slope according to claim 1 and 2 is characterized in that:
When adjacent layout of described reinforced concrete pile and air line distance≤8m, the blast reaming in pile and the back stake pile is carried out in preceding pile concrete final setting time successively.
4. the reinforcing supporting method of a kind of deep soil-slope according to claim 1 and 2 is characterized in that:
1) the main charge section adopts the powder charge of major diameter powder stick in the described guard aperture sleeve pipe, and the above 1m length range of main charge section adopts small diameter medicine roll powder charge, not powder charge in the 5～6m length range of position, aperture;
2) described concrete aggregate diameter≤1.5cm, and be mixed with an amount of retarding agent in the concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010101850611A CN101845819B (en) | 2010-05-25 | 2010-05-25 | Method for solidifying support of deep and thick soil side slope |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010101850611A CN101845819B (en) | 2010-05-25 | 2010-05-25 | Method for solidifying support of deep and thick soil side slope |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101845819A true CN101845819A (en) | 2010-09-29 |
| CN101845819B CN101845819B (en) | 2012-02-22 |
Family
ID=42770619
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010101850611A Expired - Fee Related CN101845819B (en) | 2010-05-25 | 2010-05-25 | Method for solidifying support of deep and thick soil side slope |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101845819B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878769A (en) * | 2015-06-19 | 2015-09-02 | 中国电建集团成都勘测设计研究院有限公司 | Debris flow protecting system |
| CN109063285A (en) * | 2018-07-18 | 2018-12-21 | 南昌大学 | A kind of slight slope layout scheme of boreholes design method |
| CN113158314A (en) * | 2021-04-27 | 2021-07-23 | 成都理工大学 | Slope stability analysis method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA1337893C (en) * | 1989-01-26 | 1996-01-09 | John Otter | Injection apparatus for foundation piles |
| CN1292448A (en) * | 2000-11-17 | 2001-04-25 | 中国科学院地质研究所 | Prestressed slip-resisting pile for reinforcing side slope and its method |
| CN1884712A (en) * | 2006-06-27 | 2006-12-27 | 中国矿业大学 | Explosion-enlarging stake construction process |
| WO2007145468A1 (en) * | 2006-06-14 | 2007-12-21 | Kim, Sung Kook | Method of constructing underground pile having expanded bulb and underground pile thereby |
-
2010
- 2010-05-25 CN CN2010101850611A patent/CN101845819B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA1337893C (en) * | 1989-01-26 | 1996-01-09 | John Otter | Injection apparatus for foundation piles |
| CN1292448A (en) * | 2000-11-17 | 2001-04-25 | 中国科学院地质研究所 | Prestressed slip-resisting pile for reinforcing side slope and its method |
| WO2007145468A1 (en) * | 2006-06-14 | 2007-12-21 | Kim, Sung Kook | Method of constructing underground pile having expanded bulb and underground pile thereby |
| CN1884712A (en) * | 2006-06-27 | 2006-12-27 | 中国矿业大学 | Explosion-enlarging stake construction process |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878769A (en) * | 2015-06-19 | 2015-09-02 | 中国电建集团成都勘测设计研究院有限公司 | Debris flow protecting system |
| CN109063285A (en) * | 2018-07-18 | 2018-12-21 | 南昌大学 | A kind of slight slope layout scheme of boreholes design method |
| CN109063285B (en) * | 2018-07-18 | 2022-12-02 | 南昌大学 | Design method of earth slope drilling arrangement scheme |
| CN113158314A (en) * | 2021-04-27 | 2021-07-23 | 成都理工大学 | Slope stability analysis method |
| CN113158314B (en) * | 2021-04-27 | 2022-10-14 | 成都理工大学 | Slope stability analysis method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101845819B (en) | 2012-02-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105840207B (en) | Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body | |
| CN103147442B (en) | Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method | |
| CN101748741B (en) | Construction method of concrete supporting structure | |
| CN107724236B (en) | Suspension bridge tunnel anchor combined anchorage and construction method | |
| CN104047613B (en) | Baseboard of coal mine roadway anchoring process | |
| CN104790408B (en) | Irregular foundation pit construction method | |
| CN101775814A (en) | Anti-slip cement soil pile soil blocking structure and construction method thereof | |
| CN112301887A (en) | Suspension bridge main cable anchoring system under bedrock deep-buried condition and construction method | |
| CN101967983A (en) | Method for over-dredging, anchoring, backfilling and controlling deep well rock roadway floor heave | |
| CN105022925A (en) | Optimization designing method of composite soil nail reinforcement slope of prestressed anchor rod | |
| KR101746654B1 (en) | Method for constructing pile for reinforce of mine hole | |
| CN101845819B (en) | Method for solidifying support of deep and thick soil side slope | |
| CN105887948A (en) | Inclination resetting, deviation correction and reinforcement method for anti-slide pile | |
| CN113863706B (en) | Construction method and application device of existing building low-clearance lower rotary-jet static pressure composite pile | |
| CN104863613B (en) | Rocky stratum tunneling underground structure flash joist anchor draws just branch structure and construction method | |
| CN103321234A (en) | Load-bearing structure built on high slope or geological complex area and constructing method thereof | |
| CN203613568U (en) | Anti-floating cement soil pile and anti-floating anchor rod combined anti-floating system | |
| CN208996052U (en) | The drilling tool of supporting construction and use that foundation pit anchor wall draws anchor supporting to be formed | |
| Zhang et al. | Numerical evaluation of uplifting effect for upper structure by grouting | |
| CN110714770A (en) | Support method for releasing high ground stress of hard horizontal surrounding rock through buffer layer | |
| CN108914947A (en) | Foundation pit anchor wall draws the construction method of anchor supporting and its supporting construction of drilling tool and formation | |
| CN205530218U (en) | Slip casting composite foundation suitable for high -rise building structural strengthening is rectified | |
| Yang et al. | Field measurements and numerical analyses of double-layer pipe roof reinforcement in a shallow multiarch tunnel | |
| CN103266608B (en) | Truss combined antiskid anchor pole | |
| Pan et al. | Deformation Failure and Support Test of Surrounding Rock in Deep Arched Roadway with Straight Wall |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20120222 Termination date: 20210525 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |