CN107083771A - A kind of drilling construction method of artificial digging pile - Google Patents
A kind of drilling construction method of artificial digging pile Download PDFInfo
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- CN107083771A CN107083771A CN201710450746.6A CN201710450746A CN107083771A CN 107083771 A CN107083771 A CN 107083771A CN 201710450746 A CN201710450746 A CN 201710450746A CN 107083771 A CN107083771 A CN 107083771A
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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
- E02D5/60—Piles with protecting cases
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
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Abstract
A kind of drilling construction method of artificial digging pile.It is to set aperture steel pile casting in stake holes mouthful, and the bottom steel pile casting that more piece is connected with each other then is set in the foundation soil below the steel pile casting of aperture, afterwards successively excavates the foundation soil in the steel pile casting of bottom.The drilling construction method for the artificial digging pile that the present invention is provided has the advantages that：The steel retaining wall being made up of more piece steel pile casting effectively can prevent underground water from going deep into from retaining wall in stake holes, simultaneously seamless welding method is used in connection, it ensure that the waterproof effect of retaining wall seam crossing, steel pile casting is used and first sunk to simultaneously, the mode excavated again, spoil and periphery foundation soil are isolated using steel retaining wall, can effectively prevent underground water and the direct of drift sand from pouring in, so as to greatly reduce the interference to periphery soil layer.Curing time is not needed in addition, therefore, it is possible to improve speed of application, shortens the duration.
Description
Technical field
The invention belongs to technical field of building construction, the drilling construction method of more particularly to a kind of artificial digging pile.
Background technology
With popularization and application of the artificial digging pile technology in basic engineering construction, its distinctive large bearing capacity is permitted
The accreditation of many units in charge of construction, the relevant personnel generally believe that artificial digging pile is strictly that one kind is adapted to construct and both pass through in soft foundation
Ji and practical base form.The influence of the factors such as underground water, silt, mud is subjected in being constructed due to subgrade, therefore
It can be had some difficulties during the drilling construction of artificial digging pile.
Slope requirement is unable to reach due to being influenceed by construction surface, during excavation pit, it is therefore desirable to use fender pile form
To reduce the usage amount of construction surface.The drilling construction method of conventional artificial digging pile is first to excavate at present, rear supporting, therefore right
The requirement of geology is higher.Construction safety coefficient is low under compared with soft geological environment, excavates progress slow.In addition, in rich groundwater
Easily there is underground water and poured in down a chimney in area, and causes bottom hole seeping phenomenon, so that construction is influenceed, while being impacted to surrounding enviroment.
Forms of protective wall common at present is concrete guard wall.The problem of common in construction, has：
1st, underground water
Underground water is most common problem in Construction of Deep Foundation, and it brings many difficulties to manual digging pile construction.With
The excavation of soil layer, destroys the dynamic balance state of soil layer reclaimed water, the Static Water of surrounding is penetrated into stake holes, so as to have impact on people
The normal construction of work caisson.Particularly run into when having dynamic water-pressure soil layer, not only excavate difficult, guss concrete retaining wall also easy quilt
Hydraulic pressure, which washes away, to be penetrated, and as a result occurs pile quality problem.
2nd, drift sand
Artificial digging pile is when excavating, when such as running into fine sand, the silty sand ground geology of flowing, in the presence of water pressure, pole
Drift sand is easily formed, leakage can occur when serious, so as to cause quality accident.Therefore, construction needs take effectively reliable measure,
To ensure construction safety.
2nd, silt soil strata
Due to silt soil strata poor plasticity, therefore natural pile lining can not be from surely, and meeting is constantly past during excavation construction
Lower slump, lower empty problem is caused to periphery soil layer, makes periphery soil layer stability decline, while excavating band to bottom pile body mud
Carry out greatly inconvenience, even the construction of bottom pile body can not be carried out when situation is serious.
The content of the invention
In order to solve the above problems, it is an object of the invention to provide a kind of drilling construction method of artificial digging pile.
In order to achieve the above object, the drilling construction method for the artificial digging pile that the present invention is provided includes what is carried out in order
The following steps：
1) before constructing, a lateral cross-sectional area is being excavated out at the stake holes of artificial digging pile to be formed on ground first
More than the square bodily form workbench of stake holes area；
2) by manually successively excavating foundation soil from top to bottom using pick, spade since the stake holes upper end on workbench bottom surface
And the superstructure of stake holes is formed, excavation sequence digs periphery first to dig behind centre, meets hard soil or bulk boulder and is broken using hammer, pricker
It is broken, the foundation soil dug out is then loaded into well-bucket, arrived well-bucket together with foundation soil vertical transport using electronic lifting means
Ground；
3) when digging to 2 meters of depth, by internal diameter is suitable with the internal diameter of stake holes and length for 1.5m the first orifice steel
Casing is put into the superstructure space of above-mentioned stake holes, then proceedes to excavation downwards, in the process the first orifice steel pile casting
Will be by the automatic sinking of deadweight, when digging to 3 meters of depth, the bottom by length for 1.8m the second orifice steel pile casting is put into
The upper end of first orifice steel pile casting in the superstructure space of stake holes, then by the lower end and second of the first orifice steel pile casting
The upper end junction full weld of orifice steel pile casting is connected and forms overall structure, and now the top of the second orifice steel pile casting is exposed
Workbench bottom surface 30cm and form aperture enclosure, roll into hole and hurt sb.'s feelings with the native stone and other objects that stop in stake holes, and
It is easy to dash；Shape on the whole circumference wall of first orifice steel pile casting and in the middle and lower part circumferential wall of the second orifice steel pile casting
Into have it is multiple in plum blossom-shaped arrange circular holes；
4) on the steel pile casting of aperture in addition to circular hole of three at the 0.3m of workbench bottom surface in 120 ° of spacing
A long reinforcing rod of 10cm is inserted in other each circular holes from inside to outside, makes the inner of reinforcing rod and the inwall of aperture steel pile casting neat
Flat, outside is embedded in the foundation soil on the outside of the steel pile casting of aperture, to prevent aperture steel pile casting downslide；
5) diameter is less than the first segment bottom steel pile casting 6 that aperture steel pile casting diameter 0.02m and length are 1.5m and is put into hole
In the inner space of mouth steel pile casting, now the lower end of aperture steel pile casting and first segment bottom steel pile casting is flushed；
6) inserted from inside to outside respectively in above-mentioned three circular holes in 120 ° of spacing at the 0.3m of workbench bottom surface
Enter the movable rod iron of a 5-6cm diameter, and the rear portion of this three movable rod irons is located at the inside of aperture steel pile casting, while
A reinforcing bar diagonal brace is connected on the inner of movable rod iron and the aperture steel pile casting inner peripheral wall above movable rod iron；Then exist
A bracing members, Zhi Hou are respectively mounted on the first segment bottom steel pile casting top inner peripheral wall below three movable rod irons
A cushion block is set on each bracing members, a jack is placed on cushion block, and the top pick of jack upper end is against accordingly
On the rear portion bottom surface of movable rod iron；
7) while starting three jack, top load carrier using movable rod iron as jack and pushing under first segment
Portion's steel pile casting, so as to the bottom press-in of first segment bottom steel pile casting is located in the foundation soil below the steel pile casting of aperture, for the first time
1.5m is pushed, then in the inside of first segment bottom steel pile casting according to step 2) method cut the earth, cutting depth is 0.5m,
The foundation soil of 1m depth is left as flashing protective layer, to prevent underground water and drift sand from flowing into stake holes；
8) the reinforcing bar diagonal brace on above-mentioned jack, cushion block, aperture steel pile casting, movable rod iron are disassembled, then by the
Two section bottom steel pile castings are put into the inner space of aperture steel pile casting, and now the lower port of second section bottom steel pile casting will be with first
The upper port of section bottom steel pile casting is in contact, afterwards using the mode of full weld by the lower port and first of second section bottom steel pile casting
The upper port of section bottom steel pile casting links together；
9) according to step 6) method on the steel pile casting of aperture setting activity rod iron and reinforcing bar diagonal brace, then under second section
Bracing members are installed on the inner peripheral wall of portion steel pile casting top, cushion block and jack are set afterwards；
10) according to step 7) method push link together first and second section bottom steel pile casting, 1.0m is pushed every time,
Then 1.0m is excavated；
11) when the upper end of second section bottom steel pile casting is displaced downwardly at the lower port of aperture steel pile casting, repeat step 8)-
10) to set the 3rd to N section bottom steel pile casting, until reaching the designed elevation of stake holes, by more piece bottom, steel pile casting constitutes people
The retaining wall of work caisson, finally sets cross bracing members inside the steel pile casting of first segment bottom, to prevent bottom steel pile casting because certainly
Sink again, so far complete whole pore forming process.
Described bottom steel pile casting and the thickness of aperture steel pile casting are 8mm.
Rope ladder need to be set when the depth of stake holes is more than 2m, upper end is fixed on workbench 2, to be set in electronic lifting
Personnel can portal along rope ladder during standby failure.
The top of described stake holes sets a rain-proof shelter, prevents from raining and causes stake holes internal water accumulation.
If water level is higher at construction work, immersible pump need to be set, to carry out hole internal drainage, and using retaining car in time by hole
Internal drainage is transported.
The drilling construction method for the artificial digging pile that the present invention is provided has the advantages that：
The steel retaining wall being made up of more piece steel pile casting effectively can prevent underground water from going deep into from retaining wall in stake holes, while in connection
Using seamless welding method, it is ensured that the waterproof effect of retaining wall seam crossing, first sunk to while steel pile casting is used, then the mode excavated,
Spoil and periphery foundation soil are isolated using steel retaining wall, can effectively prevent underground water and the direct of drift sand from pouring in, so that greatly
Reduce the interference to periphery soil layer greatly.Curing time is not needed in addition, therefore, it is possible to improve speed of application, shortens the duration.
Brief description of the drawings
Work platform structure and stake holes position when Fig. 1 is the drilling construction method of the artificial digging pile provided using the present invention
Schematic diagram.
Work progress schematic diagram when Fig. 2 is the drilling construction method of the artificial digging pile provided using the present invention.
The aperture steel pile casting structure that Fig. 3 is used when being the drilling construction method of the artificial digging pile provided using the present invention
Side view.
The hole for being inserted with reinforcing rod that Fig. 4 is used when being the drilling construction method of the artificial digging pile provided using the present invention
Mouth steel pile casting structure top view.
Jack portion structure enlarged drawing when Fig. 5 is the drilling construction method of the artificial digging pile provided using the present invention.
Embodiment
The drilling construction method of the artificial digging pile provided below in conjunction with the accompanying drawings with specific embodiment the present invention carries out detailed
Describe in detail bright.
Certain railway engineering is in impact Plain, and level of ground water is high, and special geology is mainly that mud, the Muddy Bottoms for flowing modeling are sticked
Sand and soft modeling silty clay in soil, saturation slightly close Muddy Bottoms flour sand, Muddy Bottoms, soil property are soft, poor plasticity.
Artificial digging pile is mainly used in existing subgrade protection, and it is existing pipe that stake location, which is located under existing roadbed side slope, roadbed,
Stake plus grade beam are reinforced.Grade beam size is 0.7*0.4*2.5.Artificial digging pile is between grade beam in space.
Site operation difficulty is predominantly in existing high-speed railway subgrade slope construction, it is necessary to assure existing subgrade stability, both
Have circuit can not settle and displacement exceed permissible value, therefore, must assure that in digging process construction in reduce to periphery soil layer
Influence, make periphery soil layer be in stable state.Secondly it is job location complicated geology, level of ground water is high, while not allowing big
Measure groundwater abstraction.Therefore the construction method that the pore-forming of artificial digging pile is provided using the present invention.
As Figure 1-Figure 5, the drilling construction method for the artificial digging pile that the present invention is provided includes carrying out down in order
Row step：
1) before constructing, a lateral cross section face is being excavated out at the stake holes 1 of artificial digging pile to be formed on ground first
Product is more than the width of workbench 2 in the square bodily form workbench 2 of stake holes area, the present embodiment for 2m, and surface should be put down
It is whole, the debris such as no surface dust and rubble；The internal diameter 1.25m of stake holes 1；
2) by manually successively excavating ground from top to bottom using pick, spade since the upper end of stake holes 1 on the bottom surface of workbench 2
Soil and form the superstructure of stake holes 1, excavation sequence digs periphery first to dig behind centre, meet hard soil or bulk boulder using hammer,
Pricker is crushed, and the foundation soil dug out then is loaded into well-bucket, vertically transported well-bucket together with foundation soil using electronic lifting means
It is defeated to arrive ground, appointed place is stacked into, prevents from polluting environment；
3) when digging to 2 meters of depth, by internal diameter is suitable with the internal diameter of stake holes 1 and length for 1.5m the first orifice steel
Casing 3 is put into the superstructure space of above-mentioned stake holes 1, then proceedes to excavation downwards, and the first orifice steel is protected in the process
Cylinder 3 will be by the automatic sinking of deadweight, when digging to 3 meters of depth, by bottom of the length for 1.8m the second orifice steel pile casting 3
The upper end of the first orifice steel pile casting 3 in the superstructure space of stake holes 1 is put into, then by under the first orifice steel pile casting 3
End is connected with the upper end junction full weld of the second orifice steel pile casting 3 and forms overall structure, now the second orifice steel pile casting 3
Top expose the bottom surface 30cm of workbench 2 and form aperture enclosure, hole is rolled into the native stone and other objects that stop in stake holes 1
Inside hurt sb.'s feelings, and be easy to dash；On the whole circumference wall of first orifice steel pile casting 3 and in the second orifice steel pile casting 3
Multiple circular holes 4 arranged in plum blossom-shaped are formed with lower circumference wall；When the depth of stake holes 1 is more than 2m, rope ladder need to be set, on
End is fixed on workbench 2, so that in electronic lifting means failure, personnel can portal along rope ladder.In addition, can be in stake holes 1
Top set a rain-proof shelter, prevent rain cause the internal water accumulation of stake holes 1.If in addition, water level is higher at construction work, needing to set
Immersible pump, to carry out hole internal drainage, and is in time transported hole internal drainage using retaining car.
4) on aperture steel pile casting 3 in addition to circular hole 4 of three at the bottom surface 0.3m of workbench 2 in 120 ° of spacing
Other each circular holes 4 in insert the long reinforcing rods 5 of a 10cm from inside to outside, make the inner of reinforcing rod 5 with aperture steel pile casting 3
Inwall is flushed, and outside is embedded in the foundation soil in the outside of aperture steel pile casting 3, to prevent aperture steel pile casting 3 from gliding；
5) diameter is less than the first segment bottom steel pile casting 6 that the diameter 0.02m of aperture steel pile casting 3 and length are 1.5m and is put into hole
In the inner space of mouth steel pile casting 3, now the lower end of aperture steel pile casting 3 and first segment bottom steel pile casting 6 is flushed；In the present embodiment
Bottom steel pile casting 6 and the thickness of aperture steel pile casting 3 be 8mm；
6) in the interior difference of above-mentioned three circular holes 4 in 120 ° of spacing at the bottom surface 0.3m of workbench 2 from inside to outside
The movable rod iron 8 of a 5-6cm diameter is inserted, and the rear portion of this three movable rod irons 8 is located at the inside of aperture steel pile casting 3,
In the inner of movable rod iron 8 and on the inner peripheral wall of aperture steel pile casting 3 of the movable top of rod iron 8, a piece reinforcing bar of connection is oblique simultaneously
Support 9；Then it is respectively mounted one on the top inner peripheral wall of first segment bottom steel pile casting 6 below three movable rod irons 8
Bracing members 10, set a cushion block 11 on each bracing members 10 afterwards, a jack 12 are placed on cushion block 11, and make thousand
The top pick of 12 upper ends of jin top is against on the rear portion bottom surface of respective activity rod iron 8；
7) while starting three jack 12, the is pushed using movable rod iron 8 as the top load carrier of jack 12
One section bottom steel pile casting 6, so that the bottom press-in of first segment bottom steel pile casting 6 is located at into the foundation soil of the lower section of aperture steel pile casting 3
In, 1.5m is pushed for the first time, then in the inside of first segment bottom steel pile casting 6 according to step 2) method cut the earth, excavate
Depth is 0.5m, the foundation soil of 1m depth is left as flashing protective layer, to prevent underground water and drift sand from flowing into stake holes 1；
8) the reinforcing bar diagonal brace 9 on above-mentioned jack 12, cushion block 11, aperture steel pile casting 3, movable rod iron 8 are disassembled, so
Second section bottom steel pile casting 6 is put into the inner space of aperture steel pile casting 3 afterwards, now the lower end of second section bottom steel pile casting 6
Mouthful the upper port with first segment bottom steel pile casting 6 is in contact, afterwards using the mode of full weld by second section bottom steel pile casting 6
Lower port and the upper port of first segment bottom steel pile casting 6 link together；
9) according to step 6) method on aperture steel pile casting 3 setting activity rod iron 8 and reinforcing bar diagonal brace 9, then second
Save and bracing members 10 are installed on the top inner peripheral wall of bottom steel pile casting 6, cushion block 11 and jack 12 are set afterwards；
10) according to step 7) method push link together first and second section bottom steel pile casting 6,1.0m is pushed every time,
Then 1.0m is excavated；
11) when the upper end of second section bottom steel pile casting 6 is displaced downwardly at the lower port of aperture steel pile casting 3, repeat step
8) -10) to set the 3rd to N section bottom steel pile casting 6, until the designed elevation of stake holes 1 is reached, by more piece bottom steel pile casting 6
The retaining wall of artificial digging pile is constituted, cross bracing members are finally set inside first segment bottom steel pile casting 6, to prevent bottom steel shield
Cylinder 6 sinks because of deadweight, so far completes whole pore forming process.
Claims (5)
1. a kind of drilling construction method of artificial digging pile, it is characterised in that：The drilling construction method of described artificial digging pile
Including the following steps carried out in order：
1) before constructing, a lateral cross-sectional area is excavated out on stake holes (1) place ground of artificial digging pile to be formed first
More than the square bodily form workbench (2) of stake holes area；
2) by manually successively excavating ground from top to bottom using pick, spade since stake holes (1) upper end on workbench (2) bottom surface
Superstructure that is native and forming stake holes (1), excavation sequence digs periphery first to dig behind centre, meets hard soil or the use of bulk boulder
Hammer, pricker are crushed, and the foundation soil dug out then is loaded into well-bucket, using electronic lifting means that well-bucket is vertical together with foundation soil
Transport to ground；
3) when digging to 2 meters of depth, by the first orifice steel shield that internal diameter is suitable with the internal diameter of stake holes (1) and length is 1.5m
Cylinder (3) is put into the superstructure space of above-mentioned stake holes (1), then proceedes to excavation downwards, in the process the first orifice steel
Casing (3) will be by the automatic sinking of deadweight, when digging to 3 meters of depth, by the second orifice steel pile casting (3) that length is 1.8m
Bottom be put into the upper end of the first orifice steel pile casting (3) in the superstructure space of stake holes (1), then by the first orifice steel
The lower end of casing (3) is connected with the upper end junction full weld of the second orifice steel pile casting (3) and forms overall structure, and now second
The top of orifice steel pile casting (3) exposes workbench (2) bottom surface 30cm and forms aperture enclosure, to stop in stake holes (1)
Native stone and other objects are rolled into hole and hurted sb.'s feelings, and are easy to dash；On the whole circumference wall of first orifice steel pile casting (3) and
Multiple circular holes (4) arranged in plum blossom-shaped are formed with the middle and lower part circumferential wall of second orifice steel pile casting (3)；
4) on aperture steel pile casting (3) except three apart from workbench (2) bottom surface 0.3m at be in 120 ° of spacing circular hole (4) it
A long reinforcing rod of 10cm (5) is inserted in outer other each circular holes (4) from inside to outside, makes the inner and aperture of reinforcing rod (5)
The inwall of steel pile casting (3) is flushed, and outside is embedded in the foundation soil on the outside of aperture steel pile casting (3), to prevent aperture steel pile casting (3)
Glide；
5) diameter is less than the first segment bottom steel pile casting (6) that aperture steel pile casting (3) diameter 0.02m and length are 1.5m and is put into hole
In the inner space of mouth steel pile casting (3), now the lower end of aperture steel pile casting (3) and first segment bottom steel pile casting (6) is flushed；
6) in the interior difference of above-mentioned three circular holes (4) in 120 ° of spacing at workbench (2) bottom surface 0.3m from inside to outside
The movable rod iron (8) of a 5-6cm diameter is inserted, and the rear portion of this three movable rod irons (8) is located at aperture steel pile casting (3)
Inside, while connecting on the inner of movable rod iron (8) and aperture steel pile casting (3) inner peripheral wall above movable rod iron (8)
Connect a reinforcing bar diagonal brace (9)；Then in first segment bottom steel pile casting (6) top inner circle below three movable rod irons (8)
A bracing members (10) is respectively mounted on perisporium, a cushion block (11) is set on each bracing members (10) afterwards, in cushion block
(11) jack (12) is placed on, and the top pick of jack (12) upper end is against the rear portion bottom of respective activity rod iron (8)
On face；
7) while starting three jack (12), pushed using movable rod iron (8) as the top load carrier of jack (12)
First segment bottom steel pile casting (6), so that the bottom press-in of first segment bottom steel pile casting (6) be located at below aperture steel pile casting (3)
Foundation soil in, 1.5m is pushed for the first time, then in the inside of first segment bottom steel pile casting (6) according to step 2) method carry out
Cut the earth, cutting depth is 0.5m, the foundation soil of 1m depth is left as flashing protective layer, to prevent underground water and drift sand from flowing into stake
In hole (1)；
8) the reinforcing bar diagonal brace (9) on above-mentioned jack (12), cushion block (11), aperture steel pile casting (3), movable rod iron (8) are dismantled
Get off, then second section bottom steel pile casting (6) is put into the inner space of aperture steel pile casting (3), now second section bottom steel
Upper port with first segment bottom steel pile casting (6) is in contact by the lower port of casing (6), afterwards using the mode of full weld by second
The lower port of section bottom steel pile casting (6) and the upper port of first segment bottom steel pile casting (6) link together；
9) according to step 6) method on aperture steel pile casting (3) setting activity rod iron (8) and reinforcing bar diagonal brace (9), then
Bracing members (10) are installed on two section bottom steel pile casting (6) top inner peripheral walls, cushion block (11) and jack (12) are set afterwards；
10) according to step 7) method push link together first and second section bottom steel pile casting (6), 1.0m is pushed every time, so
After excavate 1.0m；
11) when the upper end of second section bottom steel pile casting (6) is displaced downwardly at the lower port of aperture steel pile casting (3), repeat step
8) -10) to set the 3rd to N section bottom steel pile casting (6), until the designed elevation of stake holes (1) is reached, by more piece bottom steel
Casing (6) constitutes the retaining wall of artificial digging pile, and cross bracing members are finally set inside first segment bottom steel pile casting (6), to prevent
Only bottom steel pile casting (6) so far completes whole pore forming process because of deadweight sinking.
2. the drilling construction method of artificial digging pile according to claim 1, it is characterised in that：Described bottom steel pile casting
And the thickness of aperture steel pile casting (3) is 8mm (6).
3. the drilling construction method of artificial digging pile according to claim 1, it is characterised in that：When the depth of stake holes (1)
Rope ladder need to be set, and upper end is fixed on workbench (2), so that the personnel in electronic lifting means failure being capable of edge during more than 2m
Rope ladder portals.
4. the drilling construction method of artificial digging pile according to claim 1, it is characterised in that：Described stake holes (1)
Top sets a rain-proof shelter, prevents from raining and causes stake holes (1) internal water accumulation.
5. the drilling construction method of artificial digging pile according to claim 1, it is characterised in that：If water level at construction work
It is higher, immersible pump need to be set, to carry out hole internal drainage, and in time transported hole internal drainage using retaining car.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108867630A (en) * | 2018-06-19 | 2018-11-23 | 隆生国际建设集团有限公司 | A kind of template system and its construction method of buried shelter bored concrete pile |
| CN109024646A (en) * | 2018-07-30 | 2018-12-18 | 神翼航空器科技（天津）有限公司 | Assembled caisson (well) and its technique |
| CN109680682A (en) * | 2019-01-15 | 2019-04-26 | 中铁二院工程集团有限责任公司 | A kind of soft soil foundation Manual excavated pile structure and construction method |
| CN110004988A (en) * | 2019-02-11 | 2019-07-12 | 中国水电基础局有限公司 | The protective device and method in a kind of extubation construction underground continuous wall connector hole |
| CN110499774A (en) * | 2019-09-12 | 2019-11-26 | 中铁一局集团厦门建设工程有限公司 | A kind of artificial digging pile water sealing structure and manual digging pile construction method |
| CN112112170A (en) * | 2020-09-18 | 2020-12-22 | 中铁济南工程建设监理有限公司 | Construction process for manually digging hole and pouring pile in weakly weathered rock or moderately weathered rock stratum area |
| CN112252315A (en) * | 2020-11-04 | 2021-01-22 | 重庆建工市政交通工程有限责任公司 | Construction method for protecting static pressure steel casing of manual bored pile with water-bearing sand interlayer |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1201854A (en) * | 1997-06-06 | 1998-12-16 | 中国京冶建设工程承包公司 | Hole forming process by wall sliding of large diameter pile |
| CN1558044A (en) * | 2004-02-10 | 2004-12-29 | 李亚中 | Preparation method of manpower dug pile and lifting type combined forming device thereof |
| CN102704480A (en) * | 2012-06-03 | 2012-10-03 | 中交第四公路工程局有限公司 | Construction method for processing ultra-thick quicksand layer of pile foundation by using front-end vibration steel casing |
| JP2012241329A (en) * | 2011-05-16 | 2012-12-10 | Takuma Uchida | Method of removing existing pile |
| CN103233464A (en) * | 2013-04-27 | 2013-08-07 | 宁波市市政设施建设开发有限公司 | Manual hole digging pile and construction method thereof |
| CN104563098A (en) * | 2015-01-21 | 2015-04-29 | 成都市第四建筑工程公司 | Construction method of pore-forming pouring pile in dry work of super-large-diameter full-steel pipe casing |
| CN106087996A (en) * | 2016-07-20 | 2016-11-09 | 中铁三局集团有限公司 | Manual digging pile construction method based on oneself's leveling backpressure device |
-
2017
- 2017-06-15 CN CN201710450746.6A patent/CN107083771B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1201854A (en) * | 1997-06-06 | 1998-12-16 | 中国京冶建设工程承包公司 | Hole forming process by wall sliding of large diameter pile |
| CN1558044A (en) * | 2004-02-10 | 2004-12-29 | 李亚中 | Preparation method of manpower dug pile and lifting type combined forming device thereof |
| JP2012241329A (en) * | 2011-05-16 | 2012-12-10 | Takuma Uchida | Method of removing existing pile |
| CN102704480A (en) * | 2012-06-03 | 2012-10-03 | 中交第四公路工程局有限公司 | Construction method for processing ultra-thick quicksand layer of pile foundation by using front-end vibration steel casing |
| CN103233464A (en) * | 2013-04-27 | 2013-08-07 | 宁波市市政设施建设开发有限公司 | Manual hole digging pile and construction method thereof |
| CN104563098A (en) * | 2015-01-21 | 2015-04-29 | 成都市第四建筑工程公司 | Construction method of pore-forming pouring pile in dry work of super-large-diameter full-steel pipe casing |
| CN106087996A (en) * | 2016-07-20 | 2016-11-09 | 中铁三局集团有限公司 | Manual digging pile construction method based on oneself's leveling backpressure device |
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| CN108867630A (en) * | 2018-06-19 | 2018-11-23 | 隆生国际建设集团有限公司 | A kind of template system and its construction method of buried shelter bored concrete pile |
| CN108867630B (en) * | 2018-06-19 | 2020-12-04 | 隆生国际建设集团有限公司 | Template system of underground air-raid shelter cast-in-place pile and construction method thereof |
| CN109024646A (en) * | 2018-07-30 | 2018-12-18 | 神翼航空器科技（天津）有限公司 | Assembled caisson (well) and its technique |
| CN109680682A (en) * | 2019-01-15 | 2019-04-26 | 中铁二院工程集团有限责任公司 | A kind of soft soil foundation Manual excavated pile structure and construction method |
| CN109680682B (en) * | 2019-01-15 | 2024-01-05 | 中铁二院工程集团有限责任公司 | Construction method of manual hole digging pile structure of soft soil foundation |
| CN110004988A (en) * | 2019-02-11 | 2019-07-12 | 中国水电基础局有限公司 | The protective device and method in a kind of extubation construction underground continuous wall connector hole |
| CN110004988B (en) * | 2019-02-11 | 2023-12-19 | 中国水电基础局有限公司 | Protection device and method for joint hole of underground diaphragm wall constructed by tube drawing method |
| CN110499774A (en) * | 2019-09-12 | 2019-11-26 | 中铁一局集团厦门建设工程有限公司 | A kind of artificial digging pile water sealing structure and manual digging pile construction method |
| CN112112170A (en) * | 2020-09-18 | 2020-12-22 | 中铁济南工程建设监理有限公司 | Construction process for manually digging hole and pouring pile in weakly weathered rock or moderately weathered rock stratum area |
| CN112112170B (en) * | 2020-09-18 | 2021-09-07 | 中铁济南工程建设监理有限公司 | Construction process for manually digging hole and pouring pile in weakly weathered rock or moderately weathered rock stratum area |
| CN112252315A (en) * | 2020-11-04 | 2021-01-22 | 重庆建工市政交通工程有限责任公司 | Construction method for protecting static pressure steel casing of manual bored pile with water-bearing sand interlayer |
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