CN105735253B - A kind of construction method of enlarged footing resistance to compression uplift pile - Google Patents
A kind of construction method of enlarged footing resistance to compression uplift pile Download PDFInfo
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- CN105735253B CN105735253B CN201610114190.9A CN201610114190A CN105735253B CN 105735253 B CN105735253 B CN 105735253B CN 201610114190 A CN201610114190 A CN 201610114190A CN 105735253 B CN105735253 B CN 105735253B
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- backfill
- enlarged footing
- steel pipe
- compression
- bottom plate
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- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of construction method of enlarged footing resistance to compression uplift pile, including Step 1: prefabricated anchor drawing device and tamping unit；Step 2: immersed tube, underground is sunk to using pile driving equipment by steel pipe and head plate；Step 3: anchor drawing device, Grouting Pipe and tamping unit are sunk in steel pipe, and anchor cable and Grouting Pipe is set to pass through hole；Then backfill is inserted into steel pipe, is pounded with tamping unit is carried out into rammer to backfill, the backfill formation enlarged footing gushed out from steel pipe lower port；Step 4: inserting backfill into stake holes, backfill is hit tight using tamping unit, the making of whole pile body is completed；Step 5: slip casting is carried out into enlarged footing and stake of banketing by Grouting Pipe, and Grouting Pipe is promoted on marginal not slurry side upwards；Step 6: slip casting pulls out steel pipe after finishing.By setting enlarged footing to increase pile body lower end volume, resistance to compression, the tension effect of pile foundation being improved, and only anchor drawing device with backfill need to being expressed to lower section below stake holes, simple to operate, cost is low.
Description
Technical field
The invention belongs to building pile foundation field, and in particular to a kind of construction method of enlarged footing resistance to compression uplift pile.
Background technology：
With the fast development of urban construction, the land resource available for construction is fewer and fewer, therefore building construction is to height
Layer development, various executive information systems turn into the leading of current construction.For the foundation engineering of executive information systems,
The requirement more and more higher of foundation bearing capacity.Some structures in engineering, pile foundation had both born the vertical pressure that superstructure is transmitted, again
Bear, because the buoyancy that underground water is brought, i.e. pile foundation not only needs compressive resistance, also to need certain withdrawal resistance simultaneously.Therefore,
Resistance to compression and resistance to plucking need to be solved the problems, such as simultaneously.
The patent of invention of application number 201210144475.9, discloses a kind of construction method of concrete-pile, passes through the party
Method can be fast and convenient a kind of concrete-pile for being provided simultaneously with higher Compressive Bearing Capacity and withdrawal resistance of formation.Construction method includes
Following step：1) outer tube is sink to projected depth；2) interior hammer ram is put into outer tube and outer tube is hit；3) granular media is inserted by several times to fill out
Charge is simultaneously carried out squeezed；4) dry concrete is inserted by several times and is carried out squeezed；5) steel reinforcement cage that bottom only sets cage bar is placed；6)
It is put into inside steel reinforcement cage in inner tube, inner tube and is put into interior hammer ram；7) to dry concrete is inserted inside steel reinforcement cage, inner tube is hammered
Carry out squeezed；8) filling of dry concrete is repeated and squeezed, make steel reinforcement cage bottom cage bar outwards scatter it is wrapped
It is mounted in dry concrete；9) in outer tube concrete perfusion to stake top；10) outer tube, vibration compacting concrete are proposed.
But this stake has the following disadvantages：1) enlarged footing, is first made, then puts steel reinforcement cage, is further tamped again, step is numerous
It is trivial, and steel reinforcement cage is made, consumptive material is more, cost is high.2), stake inner core is to be formed using discrete material through hammering is squeezed, work progress
The noise of middle generation and vibration influence larger to surrounding enviroment, are not suitable in the intensive region construction in city and neighboring buildings.
Application No. 201020146936.2, entitled cement earth pile expands the utility model patent for ramming integrated apparatus, bag
Include a transmission rod, the tamping unit being made up of a round plate and the cross steel plate welded together with round plate lower surface and
Bolt the expansion stake device in round plate upper surface and transmission rod side.The stake device that expands includes the sector that two panels is snapped together
Piece, fanning strip inner ring is to be bolted to the round plate upper surface, and outer ring and transmission rod are with hinge connection.When twist bit exists
At stake position after spiral-digging pore, the stake holes soil of the taking-up mud that add water is stirred processing, then with soil cement into stake holes time
Fill out, after the height 500mm~800mm for backfilling soil cement；The utility model is arranged on one end of vibration machine again；Open
Vibration machine produces high-frequency vibration power hammer stake bar and is delivered at tamping unit, make backfill soil cement reach closely knit and pile body to
The effect of surrounding compaction hole expanding.After the completion of the compacting of hypomere soil cement, crane plays vibrations generator and extracts stake to top buttonhole selvage
Bar and ram and expand integrated apparatus, then backfill into stake holes soil cement, then ram and expand with above-mentioned process implementing, such iterative cycles are upward
One section is rammed more than expansion pile to stake top.
The shortcoming of the device is：After the completion of the compacting of hypomere soil cement, crane plays vibrations generator and pulled out to top buttonhole selvage
Go out a bar and ram and expand integrated apparatus, then backfill into stake holes soil cement, then ram and expand with above-mentioned process implementing, it is impossible to be carried out continuously
Banket and tamp, efficiency is low.
The content of the invention：
It is an object of the invention to provide a kind of construction method of enlarged footing resistance to compression uplift pile, cement in the prior art is solved
Native stake complex steps, the technical problem that efficiency is low and cost is high.
In order to solve the above-mentioned technical problem, the present invention is adopted the following technical scheme that：
A kind of construction method of enlarged footing resistance to compression uplift pile, comprises the following steps：
Step 1: prefabricated anchor drawing device and tamping unit；
The anchor drawing device includes anchor cable and is fixed on the anchor plate of anchor cable one end；
The tamping unit includes circular bottom plate, baffle plate, transmission rod, limited block and vibration machine.Opened in circular bottom plate
Provided with hole；The baffle plate is hinged on the bottom surface of circular bottom plate by rotating shaft, and baffle plate is flake, and its profile size can block circle
Hole on shape bottom plate；The transmission rod is vertically fixed in circular bottom plate.The limited block is fixed on the bottom surface of circular bottom plate,
Anti- baffle plate rotates down to vertical state, because when baffle plate rotates down to vertical state, baffle plate lower end and time below
Banket to supporting, influence baffle plate is turned round upwards；The vibration machine is arranged on the upper end of transmission rod.
Step 2: immersed tube, sinks to underground, head plate is sealed against under steel pipe using pile driving equipment by steel pipe and head plate
Port, but head plate not with fastener for connection.Using steel pipe and head plate extrusion soil formation stake holes, steel pipe wouldn't be extracted, prevented
Stake holes is caved in, in the case of rich groundwater, does not also result in caving in for stake holes wall.
Step 3: making enlarged footing, anchor drawing device, Grouting Pipe and tamping unit are sunk in steel pipe, one with anchor plate
End is downward, and makes anchor cable and Grouting Pipe through the hole in circular bottom plate, backfill is then inserted into steel pipe, with tamping unit pair
Backfill carries out rammer and pounded, the backfill formation enlarged footing gushed out from steel pipe lower port；Anchor plate, the lower end of Grouting Pipe are located at steel pipe
Bottom, the length of anchor cable is more than the depth of stake holes, and anchor cable is in tensioning state；By setting anchor drawing device to enhance pile body
Intensity, improves the tensile strength of pile foundation.By setting enlarged footing to increase pile body lower end volume, improve pile foundation resistance to compression,
Tension effect, anchor plate is fixed on the bulk strength that enlarged footing is improved in enlarged footing, and simple to operate, cost is low.
Step 4: continuing to insert backfill into steel pipe, and pounded with tamping unit rammer, until completing the system of whole pile body
Make.
The process of stake processed is as follows：Tamping unit is sunk in stake holes, backfill is then inserted into stake holes, then be lifted up
Tamping unit, under gravity baffle plate be rotated down, the hole in circular bottom plate is opened, and backfill is fallen by hole.It is circular
Limited block is provided with the bottom surface of bottom plate, anti-baffle plate rotates down to vertical state, because baffle plate rotates down to vertical shape
During state, baffle plate lower end is with backfill below to supporting, and influence baffle plate is turned round upwards；The maximum anglec of rotation of baffle plate is 80
Degree.Tamping unit is fallen after rise again after backfill is fallen by hole, when the lower end of baffle plate is contacted with backfill, baffle plate by
On holding power, then with the falling of tamping unit, baffle plate, which is rotated upwardly to, parallel with circular bottom plate seals hole；It is then turned on
The vibration machine of transmission rod upper end is arranged on, vibration machine produces high-frequency vibration power and passes to tamping unit, in high frequency
Backfill is reached the effect of closely knit compacting under the Action of Gravity Field of vibration and tamping unit, improve the intensity of pile body.When in steel pipe
After the filler of bottom is compacted, then insert into stake holes backfill, repeat above-mentioned operation, so circulation progressively compacting until complete
Into the making of whole pile body.In the process, can be continuous when inserting backfill, it is not necessary to hang out tamping unit outside stake holes
Insert backfill into stake holes to be tamped, easy to operate, efficiency high.
Step 5: slip casting, by Grouting Pipe to progress slip casting, and Grouting Pipe is promoted on marginal not slurry side upwards, makes whole pile body
Full slip casting, the grouting pressure is 1-5MPa, and grouting amount overflows slurry by grouting port and is defined.Enlarged footing is made and whole by slip casting
Pile body is integrally formed, and improves the resistance to plucking and Compressive Bearing Capacity of pile foundation, and strengthens slip casting near anchor plate, prevents from making in drawing
Departed from lower pile body and enlarged footing.Grouting Pipe can be reclaimed and reused.
Step 6: slip casting pulls out steel pipe after terminating, it is cost-effective to reuse.
Step 7: at the top of pile body lay sand-stone concrete mattress layer, make pile body in itself with mattress shared load, subtract
Few bottom of foundation stress concentration.
Further improve, the head plate is taper, and during immersed tube, the tapering of head plate straight down, facilitates prefabricated stake holes
When head plate and steel pipe sinking, it is laborsaving.
Further improve, in the step 2 during prefabricated stake holes, steel pipe sunk into underground by way of vibration or static pressure,
Noise is small, does not disturb residents, and conveniently carries on construction work at night.
Further improve, the center superposition in the hole on the center and circular bottom plate of the circular bottom plate is prevented because hole
Backfill is caused to be deposited in circular bottom plate edge with the eccentric setting of circular bottom plate；Simultaneously prevent because hole and circular bottom plate
Eccentric setting causes baffle plate to be interfered in the process that is rotated down by stake holes hole wall, makes the anglec of rotation of baffle plate too small, is unfavorable for
Backfill is fallen into.
Further improve, the center superposition of the projection and circular bottom plate of the center of the transmission rod in circular bottom plate makes
The vibration force stepless action of transmission rod is in circular bottom plate, it is ensured that backfill is by uniform closely knit, and the transmission rod is H profile steel, because
For during compacted backfill, high-frequency vibration power passes to circular bottom plate by transmission rod, then require that transmission rod has well
Resistance to overturning and intensity, and H profile steel transmission rod meets the requirement of resistance to overturning and higher-strength.The H profile steel lower end
Abdomen upper plate be provided with breach because the web of H profile steel is by the hole dimidiation in circular bottom plate, the size in hole diminishes, hinder
The whereabouts of backfill, opens up breach, it is ensured that the hole in circular bottom plate is not separated by the web lower end in H profile steel, reduces
Backfill is limited by hole size when falling.
Further improve, the baffle plate includes the plate washer of shape identical first and second baffle, and the first plate washer and second
Baffle plate is hinged by rotating shaft with circular bottom plate, and first baffle and second baffle are symmetricly set on the hole both sides in circular bottom plate,
Set the first plate washer, second baffle compare setting one baffle plate for, reduce the length of baffle plate, be rotated down same angular
When spending, the projected area of baffle plate in the horizontal plane reduces, and reduces the obstruction that backfill is fallen.
Further improve, grouting pressure is 1-5MPa in the step 5.
Further improve, the backfill include without organic impurities building waste, such as brickbat, broken watt, dry mix
Solidifying civil engineering building refuse, convenient material drawing saves cost.
Further improve, in the step 3,1-3 times of a diameter of pile body diameter of enlarged footing.By setting enlarged footing
Improve resistance to compression, the tension effect of pile foundation.
Compared with prior art, the beneficial effects of the invention are as follows：
1st, by setting enlarged footing to increase pile body lower end volume, resistance to compression, the tension effect of pile foundation are improved, is expanded making
Anchor drawing device is pounded below steel pipe with backfill earth rammer during major part, simple to operate, cost is low.
2nd, after immersed tube, steel pipe wouldn't be extracted, and prevent stake holes from caving in, and set head plate to avoid the soil body from being poured in from steel pipe lower port
In steel pipe；Steel pipe is extracted after slip casting terminates, recycling, saves cost.
3rd, enlarged footing is integrally formed with whole pile body by slip casting, improve the resistance to plucking and Compressive Bearing Capacity of pile body, and
Strengthen slip casting near anchor plate, prevent that pile body departs from enlarged footing in the case where drawing is acted on.
4th, by vibration tamp filler, ramming seismaesthesia compared to big energy substantially reduces, and noise is small, does not disturb residents, and facilitates night
Construction.
5th, by opening up hole in circular bottom plate, setting baffle plate, when inserting backfill gravity, it is lifted up compacting dress
Put, baffle plate is rotated down hole and is opened under gravity, backfill falls, without needing to propose tamping unit to outside stake holes
Inserting backfill, easy to operate, efficiency high.
6th, H profile steel improves transmission rod as transmission rod and meets resistance to overturning and intensity, passes through the abdomen in H profile steel lower end
Gap on plate, it is ensured that the hole in circular bottom plate is not separated, and reduces the limitation of suffered bore hole size when backfill is fallen.
7th, by setting the first plate washer and second baffle, the length of baffle plate is reduced, when being rotated down equal angular, gear
The projected area of plate in the horizontal plane reduces, and reduces the obstruction that backfill is fallen.
Brief description of the drawings
Fig. 1 makes the process chart of the construction method of enlarged footing resistance to compression uplift pile of the present invention.
Fig. 2 is the top view for inventing the tamping unit.
Fig. 3 is Fig. 2 A-A sectional views.
Fig. 4 is Fig. 2 B-B sectional views.
Fig. 5 is the schematic diagram that is rotated down of baffle plate of tamping unit.
Embodiment
The present invention is described in further detail with embodiment below in conjunction with the accompanying drawings：
Embodiment one：
As shown in figure 1, a kind of construction method of enlarged footing resistance to compression uplift pile, comprises the following steps：
Step 1: prefabricated anchor drawing device and tamping unit；
The anchor drawing device includes anchor cable 13 and is fixed on the anchor plate 16 of the one end of anchor cable 13；
As shown in Figure 2-5, the tamping unit includes circular bottom plate 1, baffle plate 3, transmission rod 4, limited block 7 and vibration generation
Device.Hole 2, the center of circular bottom plate 1 and the center superposition in hole 2 are offered in circular bottom plate 1；The baffle plate 3 passes through horizontal rotating shaft 6
On the bottom surface for being hinged on circular bottom plate 1, baffle plate 3 is flake, and its size can block hole 2, and baffle plate 3 includes shape identical the
One plate washer 31 and second baffle 32, and first baffle 31 and second baffle 32 are arranged on the both sides in the hole 2 in circular bottom plate.It is described
Transmission rod 4 is vertically fixed in circular bottom plate 1, and center and the center superposition of circular bottom plate 1 of the lower surface of transmission rod 4.Power transmission
Bar 4 is H profile steel, and the web of the H profile steel lower end is provided with breach 5, because H profile steel has web, then the hole 2 in circular bottom plate 1
By the web dimidiation of H profile steel, the size in the hole 2 in circular bottom plate diminishes, and hinders backfill falling into below tamping unit,
Breach is provided with by the web lower end in H profile steel, it is ensured that the hole 2 in circular bottom plate 1 is not separated, reduces backfill and fall into and fill out
Soil resistance suffered when falling into below tamping unit.The limited block 7 is fixed on the bottom surface of circular bottom plate 1, when baffle plate 3 is downward
When rotating 80 degree, limited block 7 is contradicted with baffle plate 3, stops that baffle plate 3 continues to rotate, the vibration machine is arranged on transmission rod 4
Upper end.
Step 2: immersed tube, as shown in Fig. 1-a, underground, head plate are sunk to using pile driving equipment by steel pipe 11 and head plate 12
12 are sealed against in the lower port of steel pipe 11, but head plate 12 is not connected with steel pipe 11, and the head plate 12 is taper, during immersed tube,
The tapering of head plate 12 is straight down.After step 2 terminates, steel pipe 11 wouldn't be extracted, and prevent stake holes from caving in, even in underground water
In the case of abundant, caving in for stake holes wall is not resulted in yet.
Step 3: making enlarged footing 15, as shown in Fig. 1-b, c, anchor drawing device, Grouting Pipe 14 and tamping unit are sunk into steel
In pipe 11, one end with anchor plate 16 downwards, and makes anchor cable 13 and Grouting Pipe 14 through the hole 2 in circular bottom plate, then to steel
Backfill is inserted in pipe 11, is pounded with tamping unit is carried out into rammer to backfill, the backfill gushed out from the lower port of steel pipe 11 is formed
Enlarged footing 15,2 times of a diameter of setting pile body diameter of enlarged footing.Imitated by setting enlarged footing to improve the resistance to compression of pile foundation, tension
Really.By setting anchor drawing device to enhance the intensity of pile body in itself, resistance to compression, the tension effect of pile foundation are improved.
Step 4: as shown in Fig. 1-d, continue to insert backfill into steel pipe 11, the backfill include brickbat, broken watt,
Dry concrete building waste, is tamped using tamping unit to backfill, until completing the making of whole pile body.
The process of stake processed is as follows：Tamping unit is sunk in stake holes, backfill is then inserted into stake holes, then be lifted up
Tamping unit, under gravity baffle plate 3 be rotated down, the hole 2 in circular bottom plate 1 is opened, and backfill is fallen by hole.Circle
Limited block 7 is provided with the bottom surface of shape bottom plate 1, anti-baffle plate 3 rotates down to vertical state, because baffle plate 3 is rotated down to
During vertical state, the lower end of baffle plate 3 is with backfill below to supporting, and influence baffle plate 3 is turned round upwards.When backfill passes through hole 2
Tamping unit is fallen after rise again after falling, when the lower end of baffle plate 3 is contacted with backfill, baffle plate by upward holding power, then with
The falling of tamping unit, baffle plate 3, which is rotated upwardly to, parallel with circular bottom plate 1 seals the hole of hole 2；It is then turned on being arranged on transmission rod
The vibration machine of 4 upper ends, vibration machine produces high-frequency vibration power and passes to tamping unit, is filled in dither and compacting
Filler is reached the effect of closely knit compacting under the Action of Gravity Field put, improve the intensity of pile body.When the backfill of the middle and lower part of steel pipe 11
After being compacted, then insert into stake holes backfill, repeat above-mentioned operation, so circulation progressively compacting until completing whole pile body
Making.In the process, when inserting backfill, it is not necessary to hang out tamping unit outside stake holes, continuously it can be filled out into stake holes
Enter the Huis and banket to be tamped, easy to operate, efficiency high.
Step 5: slip casting, as shown in Fig. 1-e, after step 5 terminates, is entered by Grouting Pipe 14 into enlarged footing and stake of banketing
Row slip casting, and Grouting Pipe 14 is promoted on marginal not slurry side upwards, makes the full slip casting of whole pile body, and grouting pressure is 1.5MPa, grouting amount with
Grouting port overflows slurry and is defined.Enlarged footing and whole pile body is turned into an entirety by slip casting, improve pile foundation resistance to plucking and
Strengthen slip casting near Compressive Bearing Capacity, and anchor plate, prevent that pile body departs from enlarged footing in the case where drawing is acted on.
Step 6: steel pipe 11 is pulled out in slip casting after terminating, it is cost-effective to reuse as shown in Fig. 1-f.
Step 7: wait after the concrete initial set poured, sand-stone concrete mattress layer 17 is laid at the top of pile body, such as Fig. 1-g
It is shown, it is ensured that pile body and soil body shared load, bottom of foundation stress concentration is reduced, mattress layer 17 need to reach defined closely knit
Degree is required.
Do not done in the present invention illustrate be prior art or can be achieved by prior art, and the present invention
Described in specific implementation case be only the present invention preferable case study on implementation, not for limit the present invention practical range.
The equivalent changes and modifications that i.e. all contents according to scope of the present invention patent are made, all should be used as the technology category of the present invention.
Claims (9)
1. a kind of construction method of enlarged footing resistance to compression uplift pile, it is characterised in that comprise the following steps：
Step 1: prefabricated anchor drawing device and tamping unit；
The anchor drawing device includes anchor cable (13) and is fixed on the anchor plate (16) of anchor cable (13) one end；
The tamping unit includes：
Hole (2) is offered on circular bottom plate (1), the circular bottom plate (1)；
Baffle plate (3), the baffle plate (3) is hinged on the bottom surface of circular bottom plate (1) by horizontal rotating shaft (6), and baffle plate (3) is thin slice
Shape, its profile size can block the hole (2) in circular bottom plate；
Transmission rod (4), the transmission rod (4) is vertically fixed in circular bottom plate (1), and the center of transmission rod (4) lower surface with
The center superposition of circular bottom plate (1)；
Limited block (7), the limited block (7) is fixed on the bottom surface of circular bottom plate (1), and anti-baffle plate (3) rotates down to vertically
State；
Vibration machine, the vibration machine is arranged on the upper end of transmission rod (4)；
Step 2: immersed tube, sinks to underground, head plate (12) is sealed against using pile driving equipment by steel pipe (11) and head plate (12)
In steel pipe (11) lower port；
Step 3: making enlarged footing (15), anchor drawing device, Grouting Pipe (14) and tamping unit are sunk in steel pipe (11), band anchor
One end of fixed board (16) downwards, and makes anchor cable (13) and Grouting Pipe (14) through the hole (2) in circular bottom plate；Then to steel pipe
(11) backfill is inserted in, carrying out rammer to backfill with tamping unit pounds, the backfill gushed out from steel pipe (11) lower port is formed
Enlarged footing (15)；
Step 4: continuing to insert backfill into stake holes, and pounded with tamping unit rammer, until the making of whole pile body is completed,
During this, when inserting backfill, it is not necessary to hang out tamping unit outside stake holes, backfill progress is continuously inserted into stake holes
Compacting；
Step 5: slip casting, after step 4 terminates, slip casting is carried out by Grouting Pipe (14), and Grouting Pipe is promoted on marginal not slurry side upwards
(14) whole pile body, is made to reach full slip casting；
Step 6: steel pipe (11) is pulled out in slip casting after terminating；
Step 7: laying sand-stone concrete mattress layer (17) at the top of pile body.
2. the construction method of enlarged footing resistance to compression uplift pile according to claim 1, it is characterised in that the head plate (12)
For taper, during immersed tube, the tapering of head plate (12) is downward.
3. the construction method of enlarged footing resistance to compression uplift pile according to claim 1 or 2, it is characterised in that the step 2
During middle immersed tube, steel pipe is sunk into underground by way of vibration or static pressure.
4. the construction method of enlarged footing resistance to compression uplift pile according to claim 1, it is characterised in that the circular bottom plate
(1) center superposition in the hole (2) on center and circular bottom plate.
5. the construction method of enlarged footing resistance to compression uplift pile according to claim 3, it is characterised in that the transmission rod (4)
For H profile steel, breach (5) is provided with the web of H profile steel lower end.
6. the construction method of the enlarged footing resistance to compression uplift pile according to claim 4, it is characterised in that the baffle plate (3)
Including the plate washer of shape identical first (31) and second baffle (32), and first baffle (31) and second baffle (32) are symmetrical arranged
Hole (2) both sides in circular bottom plate.
7. the construction method of enlarged footing resistance to compression uplift pile according to claim 5, it is characterised in that noted in the step 5
Slurry pressure is 1-5MPa.
8. the construction method of enlarged footing resistance to compression uplift pile according to claim 6, it is characterised in that the backfill includes
Building waste without organic impurities.
9. the construction method of enlarged footing resistance to compression uplift pile according to claim 7, it is characterised in that in the step 3,
1-3 times of a diameter of pile body diameter of enlarged footing.
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| CN201610114190.9A CN105735253B (en) | 2016-03-01 | 2016-03-01 | A kind of construction method of enlarged footing resistance to compression uplift pile |
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| CN201610114190.9A CN105735253B (en) | 2016-03-01 | 2016-03-01 | A kind of construction method of enlarged footing resistance to compression uplift pile |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106192999A (en) * | 2016-08-18 | 2016-12-07 | 王继忠 | The construction method of uplift pile |
| GR20180100418A (en) * | 2018-09-12 | 2020-05-11 | Φωτης Σταματη Σουμπαρας | Plile driving system |
| CN112482359B (en) * | 2020-04-20 | 2022-07-08 | 邵良荣 | Carrier pile |
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| JPS62141222A (en) * | 1985-12-12 | 1987-06-24 | Nippon Kiso Gijutsu Kk | Method and apparatus for bottom-expanded pile work |
| JPH026107Y2 (en) * | 1988-04-14 | 1990-02-14 | ||
| CN1064722A (en) * | 1991-03-07 | 1992-09-23 | 谢莘南 | At the bottom of a kind of expansion/footpath castinplace pile forming method and stake tool thereof |
| CN1215776A (en) * | 1998-11-23 | 1999-05-05 | 王继忠 | Method for construction of cast-in-place concrete anchor pile |
| CN101012650A (en) * | 2007-02-08 | 2007-08-08 | 徐国彬 | Pressing-resistant plucking-resistant pile and forming method thereof |
| CN201665872U (en) * | 2010-03-23 | 2010-12-08 | 南通宏华建筑安装有限公司 | Anchoring pile supporting structure for reinforced cement-soil |
| CN104631442A (en) * | 2014-12-24 | 2015-05-20 | 福建工程学院 | Full casing pipe soil taking vibration construction method for squeezed and expanded cast-in-place pile |
| CN104727309A (en) * | 2015-02-02 | 2015-06-24 | 中国电力工程顾问集团中南电力设计院有限公司 | Construction technology of squeeze-in expanded-base pipe pile |
| CN105350525A (en) * | 2015-11-09 | 2016-02-24 | 朱建新 | Construction method for piles |
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