CN106193042B - Obstacle pile sweep-out method at ground wall is gone along with sb. to guard him close in underground structure sandy soil layer - Google Patents
Obstacle pile sweep-out method at ground wall is gone along with sb. to guard him close in underground structure sandy soil layer Download PDFInfo
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- CN106193042B CN106193042B CN201610577029.5A CN201610577029A CN106193042B CN 106193042 B CN106193042 B CN 106193042B CN 201610577029 A CN201610577029 A CN 201610577029A CN 106193042 B CN106193042 B CN 106193042B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
- E02D9/02—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof by withdrawing
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Abstract
The invention discloses one kind close to going along with sb. to guard him obstacle pile sweep-out method at ground wall in underground structure sandy soil layer, including：Preparation of construction, measurement and positioning, rig be in place and steel sleeve drilling, pile body are pulled out, stake holes water filling, backfill and steel sleeve rise and pulled out and the step such as low-dosage three axes agitating pile construction.The obstacle pile sweep-out method can effectively protect neighbouring underground structure, it is not produced sedimentation deformation equivalent risk, and then ensure that being smoothed out for pile pulling construction.
Description
Technical field
It is especially a kind of to be used to close in underground structure sandy soil layer enclose the present invention relates to a kind of obstacle pile sweep-out method
Obstacle pile sweep-out method at shield ground wall.
Background technology
Obstacle pile pulls out construction and typically uses full-rotating drill, and full circle swinging drive device clamps steel sleeve and carries out 360 ° of revolutions
Drilling, steel sleeve push underground layer in the collective effect of pressure and moment of torsion.Then acted on using the retaining wall of steel sleeve, in steel sleeve
Interior progress pile pulling is removed obstacles.
Head section steel sleeve band alloy cutter heads, can cut it compared with sound-hard obstacle if met while drilling, cut
Implementation barrier stake and the separation of surrounding soil afterwards, the frictional force of obstacle pile and the soil body, and then pulling force during reduction pile pulling are reduced,
Inside steel sleeve using wedge type hammer (also known as：Drill rod, grip force rod, inverted triangle hammer) concrete-pile in sleeve pipe is crushed,
Twist off, then grabbed bucket with punching and remove the soil body and pile body residue in steel sleeve, until removing to design requirement depth.Finally in time to set
Backfill soil cement in pipe, pulls out steel sleeve while backfill section by section.
But when obstacle pile is close to underground structure and when being in sandy soil layer, because underground bearing water oozes in sandy soil layer
Permeability is preferable, so after obstacle pile is pulled out, the water and soil around steel sleeve can pour in steel sleeve, under finally easily causing neighboringly
Structure sedimentation, displacement etc. adversely affect.
The content of the invention
Goal of the invention：There is provided it is a kind of can protect neighbouring underground structure, it is not produced sedimentation deformation equivalent risk
Obstacle pile sweep-out method.
Technical scheme：Obstacle pile removing side at ground wall is gone along with sb. to guard him in the sandy soil layer of the present invention close to underground structure
Method, comprise the following steps：
Step 1, preparation of construction, the 1.5~2m position below common trench side built-in slip casting pipe to underground structure bottom
Place is put, and measures the sedimentation deformation of common trench in real time；
Step 2, measurement and positioning, pile crown coordinate is collected using total powerstation, recycles the coordinate of collection to determine pile pulling
Stake position, and be marked；
Step 3, rig is in place and steel sleeve is crept into, and adjusts the levelness of drilling equipment and the perpendicularity of steel sleeve,
The perpendicularity of steel sleeve is monitored during rig drilling operation in real time, and ensures that every section steel sleeve anglec of rotation is more than 360 °, while profit
With the cutter tooth cutting soil or barrier of steel bushing tube end, then by steel sleeve press-in soil；
Step 4, pile body is pulled out, and steel sleeve is first pierced to 13~15m depth, then cleans out stake top soil, is hammered into shape by wedge type
Pile body is twisted into two parts, and broken pile is hung out into stake holes, it is ensured that often pull out stake holes bottom and steel bushing bottom of the tube after a section stake have more than 3m away from
From repetition said process is until pile top is taken out；
Step 5, stake holes water filling, backfill and steel sleeve rise and pulled out, and the water filling in steel sleeve immediately, is filled to after pile top is pulled out
Artesian head height, the balance of water level inside and outside steel sleeve is kept, the backfill soil cement after water filling immediately using live mixing is carried out
Backfill, tamped simultaneously with block stamp in backfill, after backfill cement soil stabilization is closely knit, started to pull out steel sleeve, and keep steel sleeve
Interior soil plug thickness is not less than 3m, circulates above-mentioned water filling, backfill and acts process of pulling out until extracting final section steel sleeve, final backfill
To terrace absolute altitude；
Step 6, low-dosage three axes agitating pile is constructed, and three axes agitating pile is carried out using reinforced cementitious soil to pile pulling backfill position
Reinforce.
During creeping into and rising and pull out in steel sleeve, because in steel sleeve press-in soil as deep as possible, and steel bushing bottom of the tube
All the time more than 3m soil or stake is left, serves the effect of cut-off artesian water, neighbouring underground structure is protected well, makes to pull out
Stake everything goes well with your work carry out；Pull out and finish in obstacle pile, during steel sleeve pulls out, because first employing the water filling in steel sleeve
Method, the balance of water level and the outer underground pressure water head of pipe in steel sleeve is ensure that, water and soil around is avoided and pours in pipe, it is ensured that
Close to the safety of underground structure.
As the further limits scheme of the present invention, the backfill soil cement of Site includes soil, cement and powder in step 5
Coal ash, and the quality proportioning of soil, cement and flyash is：10 parts of 100 parts of soil, 7 parts of cement and flyash.Due to pile pulling
Position will construct diaphram wall, so the selection of backfilling material is crucial, the conventional plain concrete for backfilling inferior grade or
Mortar may cause follow-up continuous wall trench underground difficult, while backfill and expect also to need possess certain compactness.Backfill uses
The undisturbed soil caught, mixes cement and flyash, cement mixing content 7%, doping quantity of fly ash 10%, the soil cement later stage possess necessarily
Intensity, scene mixes in advance, it is ensured that grabs and native can be backfilled in time to during bottom hole.
As the further limits scheme of the present invention, steel sleeve acts that to pull out speed be 0.5m/min in step 5.Using 0.5m/
The rising of min pulls out speed and is able to ensure that steel sleeve acts the stability pulled out.
As the further limits scheme of the present invention, in step 5 rise pull out steel sleeve while left-right rotation steel sleeve.Using
Left-right rotation steel sleeve can improve the backfill soil compactness in steel bushing, while reduce steel sleeve and act the frictional resistance pulled out.
As the further limits scheme of the present invention, reinforced cementitious soil includes soil and cement, and soil and cement in step 6
Quality proportioning be：7 parts of 100 parts of soil and cement.Rise and pull out into steel sleeve, after equipment removes, the backfill position uses
The three axes agitating pile that cement mixing content is 7% is reinforced, so as to construction of diaphragm wall.
As the further limits scheme of the present invention, at least provided with two excretions connected with inside in the side wall of steel sleeve
Screwed hole, closure screw is combined with excretion screwed hole.Can be when needing draining using excretion screwed hole and closure screw
Muddy water specification in steel sleeve is discharged, prevents from polluting from spilling suitable for reading.
As the further limits scheme of the present invention, in step 5 when backfill cement earthen backfill, by a section of the top
The closure screw of corresponding position screws off on steel sleeve, and the installation excretion steel pipe on excretion screwed hole, in the another of excretion steel pipe
One end connects plastic flexible pipe.Using plastic flexible pipe slime water specification in steel sleeve can be facilitated to discharge, preventing from being spilled over to will outside pipe
Full-rotating drill and surrounding contaminated sites.
Compared with prior art, its advantage is the present invention：(1) during due to creeping into and rising and pulling out in steel sleeve, because
In steel sleeve press-in soil as deep as possible, and steel bushing bottom of the tube leaves more than 3m soil or stake all the time, serves cut-off artesian water
Effect, protect neighbouring underground structure well, make pile pulling everything goes well with your work to carry out；(2) pull out and finish in obstacle pile, steel bushing
Manage during pulling out, the method because first employing the water filling in steel sleeve, ensure that water level and the outer underground of pipe are held in steel sleeve
The balance of water level is pressed, water and soil around is avoided and pours in pipe, it is ensured that close to the safety of underground structure.
Brief description of the drawings
Fig. 1 is flow chart of the method for the present invention；
Fig. 2 is the steel bushing bottom of the tube and stake holes bottom position schematic diagram of the present invention；
Fig. 3 is that water level balances schematic diagram with managing outer pressure water head in the steel sleeve of the present invention；
Fig. 4 is that water level constantly rises schematic diagram with the backfill of soil cement in the steel sleeve of the present invention.
Embodiment
Technical solution of the present invention is described in detail below in conjunction with the accompanying drawings, but protection scope of the present invention is not limited to
The embodiment.
Embodiment 1：
As Figure 1-4, obstacle pile sweep-out method at ground wall is gone along with sb. to guard him in the sandy soil layer of the invention close to underground structure,
Comprise the following steps：
Step 1, preparation of construction, after the completion of plant equipment of marching into the arena assembly, according to actual conditions reasonable arrangement place planar cloth
Put, ensure that construction is smoothed out, by on-site actual situations reasonable Arrangement hydraulic power station location, crawler crane stand, steel bushing
Pipe stowed location, excavator track route, cement stack place, soil cement mix place, cement silo stowed location and note
Pulp grinder putting position etc., setting area is used for stacking the pile body pulled out at the scene in addition, is uniformly carried out after pile body is broken at outward transport
Reason, and before obstacle pile pulls out construction, the 2m below common trench side built-in slip casting pipe to underground structure bottom, measurement in real time
The sedimentation deformation of common trench, if common trench sedimentation deformation is excessive, stop constructing and carrying out grouting and reinforcing soil body processing immediately；
Step 2, measurement and positioning, it is all unified to dig out pile foundation support table with excavator, and abolish cushion cap exposure stake with pick machine
At the top of base, pile crown coordinate is collected using total powerstation, then back-filling in layers is carried out to it and tamped, finally with the point position collected
A position is released and determines pile pulling stake position by coordinate, and makes mark；
Step 3, rig is in place and steel sleeve is crept into, first smooth to the progress of pile pulling place, spreads base board, then rig is used
Crawler crane is hung on base board, and the levelness of equipment is adjusted after rig is in place, and observes and control hanging down for steel sleeve at any time
Straight degree is allowed to be not less than pile foundation construction requirement 1/100, and crawler crane props up reaction frame so that rig crept into pull out during keep
It is stable, after rig is in place, the embedded and drilling operation of steel sleeve is proceeded by, the precision of sleeve pipe press-in is often saved in work progress
The construction quality of drilling will be all directly affected, steel sleeve (standard 6.5m/ sections) is often saved and is put into clamping device, shrink clamp hydraulic pressure
Cylinder, in the range of the vertical precision of steel sleeve is adjusted into requirement using rig and guide deviation-correcting device, in drilling process at any time
The level monitoring system test steel sleeve perpendicularity carried using equipment, and two vertical direction per hole whole process in sleeve pipe are set up
Instrument carries out perpendicularity review control, and after often section steel sleeve connects and checks perpendicularity, the revolution for passing through full-rotating drill fills
Putting makes sleeve pipe carry out the rotation not less than 360 °, to reduce the frictional resistance of sleeve pipe and the soil body, and utilizes steel bushing tube end immediately
Cutter tooth cutting soil or barrier, press-in soil in；
Step 4, pile body is pulled out, and steel sleeve first is pierced into 15m depth for the first time, first grabbed stake top soil totally, so with grab bucket
Wedge type hammer is placed afterwards to twist into two parts pile body, is typically broken and is usually no more than 10m, Ran Houfang in drill bit above 3m~5m positions, broken pile
Enter grab bucket and broken pile hung out into stake holes, it is ensured that often pulling out stake holes bottom and steel bushing bottom of the tube after a section stake there are more than 3m distances, and broken pile pulls out
Rig, which coordinates, during removing rotates steel sleeve, to reduce the resistance of the soil body, repeats drilling sleeve pipe afterwards, twists stake, catches broken pile, directly
Taken out to by pile top, pile pulling mitigates the influence to underground structure using the sequence of construction for pulling out a jump one；
Step 5, stake holes water filling, backfill and steel sleeve are risen and pulled out, and because pressure-bearing water permeability is stronger in sandy soil layer, pile top is pulled out
The water filling in steel sleeve immediately afterwards, artesian head height is filled to, keeps the balance of water level inside and outside steel sleeve, prevent that steel sleeve is all
Enclose water and soil to extrude into steel sleeve, cause the sedimentation of surrounding soil, underground structure, use mixing for live mixing after water filling immediately
The backfill soil cement of 7% cement and 10% flyash is backfilled, and (quality of soil, cement and flyash is matched somebody with somebody in backfill soil cement
Than for：10 parts of 100 parts of soil, 7 parts of cement and flyash), tamped in backfill with block stamp, it is ensured that backfill quality, prevent pair
Later three axial troughs wall is reinforced and ground-connecting-wall construction impacts, and after waiting backfill soil stabilization closely knit, has been started to pull out steel sleeve, has been kept steel
Soil plug thickness be not less than 3m in sleeve pipe, rises and pulls out speed control in 0.5m/min, progresss is circulated with this, up to extraction final section steel
Sleeve pipe, be finally backfilled to terrace absolute altitude, rise pull out during need control the speed for pulling out steel sleeve, protect soil layer construction steady
It is fixed, and steel sleeve is turned left and right while rising and pulling out steel sleeve, the backfill soil compactness in steel bushing is improved, while reduce
The frictional resistance pulled out, because injecting a large amount of water in steel sleeve, mud outflow is had during backfill, arranges digging machine to carry out mud drainage
Intensive work, prevent mud stream from entering town road, adversely affect；
Step 6, low-dosage three axes agitating pile is constructed, and the pile pulling backfill position between the reinforcing of both sides cell wall is mixed using cement
Measure and reinforced for 7% three axes agitating pile, so as to construction of diaphragm wall.
The quality proportioning of soil, cement and flyash is in the backfill soil cement of the live mixing of the present invention：100 parts of soil,
10 parts of 7 parts of cement and flyash are the preferred schemes by experiment, and the conventional plain concrete for backfilling inferior grade or mortar may
Cause follow-up continuous wall trench underground difficult, while backfill material also to need possess certain compactness.The backfill soil cement of the present invention
Using the undisturbed soil caught, cement and flyash are mixed, cement mixing content 7%, doping quantity of fly ash 10%, the backfill soil cement is rear
Phase possesses certain intensity, provides safeguard for follow-up construction of diaphragm wall, mixes in advance at the scene, it is ensured that grabs soil to bottom hole
When can be backfilled in time.
In order to facilitate muddy water to drain when being pulled out on steel sleeve, the present invention in the side wall of steel sleeve at least provided with two with it is interior
The excretion screwed hole of portion's connection, is combined with closure screw on excretion screwed hole, and multiple excretion screwed holes are located at steel pipe socket not
At height and position；When backfill cement earthen backfill, by the closure spiral shell of corresponding position on a section steel sleeve of the top
Silk is screwed off, and the installation excretion steel pipe on excretion screwed hole, and plastic flexible pipe is connected in the other end of excretion steel pipe.
As described above, although the present invention has been represented and described with reference to specific preferred embodiment, but it must not be explained
For to the limitation of itself of the invention., can be right under the premise of the spirit and scope of the present invention that appended claims define are not departed from
Various changes can be made in the form and details for it.
Claims (7)
1. obstacle pile sweep-out method at ground wall is gone along with sb. to guard him close in underground structure sandy soil layer, it is characterised in that including following step
Suddenly：
Step 1, preparation of construction, the 1.5~2m opening position below common trench side built-in slip casting pipe to underground structure bottom,
And the sedimentation deformation of common trench is measured in real time；
Step 2, measurement and positioning, pile crown coordinate is collected using total powerstation, recycles the coordinate of collection to determine pile pulling stake position,
And it is marked；
Step 3, rig is in place and steel sleeve is crept into, and the levelness of drilling equipment and the perpendicularity of steel sleeve is adjusted, in rig
The perpendicularity of steel sleeve is monitored during drilling operation in real time, and ensures that every section steel sleeve anglec of rotation is more than 360 °, while utilizes steel
The cutter tooth cutting soil or barrier of cannula tip, then by steel sleeve press-in soil；
Step 4, pile body is pulled out, and steel sleeve is first pierced to 13~15m depth, then cleans out stake top soil, is hammered into shape by wedge type by stake
Body is twisted into two parts, and broken pile is hung out into stake holes, it is ensured that often pulling out stake holes bottom and steel bushing bottom of the tube after a section stake has distance more than 3m, weight
Multiple said process is until pile top is taken out；
Step 5, stake holes water filling, backfill and steel sleeve rise and pulled out, and the water filling in steel sleeve immediately, is filled to pressure-bearing after pile top is pulled out
Head height, the balance of water level inside and outside steel sleeve being kept, the backfill soil cement after water filling immediately using live mixing is backfilled,
Tamped simultaneously with block stamp in backfill, after backfill cement soil stabilization is closely knit, started to pull out steel sleeve, and keep soil plug in steel sleeve
Thickness is not less than 3m, circulates above-mentioned water filling, backfill and acts process of pulling out until extracting final section steel sleeve, is finally backfilled to terrace
Absolute altitude；
Step 6, low-dosage three axes agitating pile is constructed, and carrying out three axes agitating pile using reinforced cementitious soil to pile pulling backfill position adds
Gu.
2. obstacle pile sweep-out method at ground wall is gone along with sb. to guard him in the sandy soil layer according to claim 1 close to underground structure, its
It is characterised by, the backfill soil cement of Site includes soil, cement and flyash, and soil, cement and flyash in step 5
Quality proportioning be：10 parts of 100 parts of soil, 7 parts of cement and flyash.
3. obstacle pile sweep-out method at ground wall is gone along with sb. to guard him in the sandy soil layer according to claim 1 or 2 close to underground structure,
Characterized in that, steel sleeve acts that to pull out speed be 0.5m/min in step 5.
4. obstacle pile sweep-out method at ground wall is gone along with sb. to guard him in the sandy soil layer according to claim 1 or 2 close to underground structure,
Characterized in that, in step 5 rise pull out steel sleeve while left-right rotation steel sleeve.
5. obstacle pile sweep-out method at ground wall is gone along with sb. to guard him in the sandy soil layer according to claim 1 or 2 close to underground structure,
Characterized in that, reinforced cementitious soil includes soil and cement in step 6, and the quality proportioning of soil and cement is：100 parts of soil
And 7 parts of cement.
6. obstacle pile sweep-out method at ground wall is gone along with sb. to guard him in the sandy soil layer according to claim 1 or 2 close to underground structure,
Characterized in that, at least provided with two excretion screwed holes connected with inside in the side wall of steel sleeve, on excretion screwed hole
It is combined with closure screw.
7. obstacle pile sweep-out method at ground wall is gone along with sb. to guard him in the sandy soil layer according to claim 6 close to underground structure, its
It is characterised by, in step 5 when backfill cement earthen backfill, by the closure of corresponding position on a section steel sleeve of the top
Screw is screwed off, and the installation excretion steel pipe on excretion screwed hole, and plastic flexible pipe is connected in the other end of excretion steel pipe.
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| CN201610577029.5A CN106193042B (en) | 2016-07-20 | 2016-07-20 | Obstacle pile sweep-out method at ground wall is gone along with sb. to guard him close in underground structure sandy soil layer |
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| CN201610577029.5A CN106193042B (en) | 2016-07-20 | 2016-07-20 | Obstacle pile sweep-out method at ground wall is gone along with sb. to guard him close in underground structure sandy soil layer |
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| CN106193042B true CN106193042B (en) | 2018-02-13 |
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| CN106978807A (en) * | 2017-03-10 | 2017-07-25 | 浙江大学城市学院 | Existing bridge pile pulling device and construction method are passed through by a kind of weak soil shield driving area |
| CN110258562B (en) * | 2019-06-28 | 2020-06-23 | 甘肃九州岩土工程有限公司 | Accessible cleaning device for waste piles |
| CN110805307A (en) * | 2019-10-31 | 2020-02-18 | 中铁二局集团有限公司 | Underground continuous wall removing method |
| CN111339584B (en) * | 2020-01-21 | 2024-02-06 | 中铁二局集团有限公司 | Torque calculation method of underground reinforced concrete continuous wall cleaning device |
| CN112324441A (en) * | 2020-10-27 | 2021-02-05 | 深圳宏业基岩土科技股份有限公司 | Construction method for removing underground shield segments by full-slewing drilling machine |
| CN112343037B (en) * | 2020-11-16 | 2022-03-18 | 安徽华盛国际建筑设计工程咨询有限公司 | Construction method of composite foundation |
| CN112593548A (en) * | 2020-12-22 | 2021-04-02 | 中建一局集团建设发展有限公司 | Intensive obstacle pile group engineering cast-in-place pile configuration structure and construction method |
| CN113653052A (en) * | 2021-09-02 | 2021-11-16 | 上海建工四建集团有限公司 | Obstacle clearing construction method for large-diameter underground steel-concrete composite structure |
| CN114215474B (en) * | 2021-11-03 | 2023-09-15 | 江苏无锡二建建设集团有限公司 | Barrier removing construction process of full rotary drilling machine |
| CN114753381B (en) * | 2022-05-23 | 2024-09-17 | 中铁七局集团郑州工程有限公司 | Method for removing underground barriers in non-excavation construction path range in limited space |
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