CN107083771B - 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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- CN107083771B CN107083771B CN201710450746.6A CN201710450746A CN107083771B CN 107083771 B CN107083771 B CN 107083771B CN 201710450746 A CN201710450746 A CN 201710450746A CN 107083771 B CN107083771 B CN 107083771B
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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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Abstract
A kind of drilling construction method of artificial digging pile.It is that aperture steel pile casting is arranged in stake holes mouth, and the lower part steel pile casting that more piece is connected with each other then is arranged in the foundation soil below the steel pile casting of aperture, later successively excavates the foundation soil in the steel pile casting of lower part.The drilling construction method of artificial digging pile provided by the invention has the advantages that：The steel retaining wall being made of more piece steel pile casting, which can effectively prevent underground water, to be goed 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 is 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, thus greatly reduce the interference to periphery soil layer.In addition curing time is not needed, therefore speed of application can be improved, is shortened the construction period.
Description
Technical field
The invention belongs to technical field of building construction, more particularly to a kind of drilling construction method of artificial digging pile.
Background technology
With popularization and application of the artificial digging pile technology in basic engineering construction, distinctive large bearing capacity is permitted
The approval of more units in charge of construction, the relevant personnel generally believe that artificial digging pile is strictly that one kind is suitble to construct in soft foundation and both pass through
Ji and practical base form.The influence of the factors such as underground water, silt, mud is subjected in constructing due to subgrade,
It can have some difficulties during the drilling construction of artificial digging pile.
Due to being influenced by construction surface, when excavation pit, is unable to reach slope requirement, it is therefore desirable to use fender pile form
To reduce the usage amount of construction surface.The drilling construction method of currently used artificial digging pile is first to excavate, rear supporting, therefore right
The requirement of geology is relatively high.Construction safety coefficient is low under compared with soft geological environment, and it is slow to excavate progress.In addition, in rich groundwater
Area is susceptible to underground water and pours in down a chimney, and leads to bottom hole seeping phenomenon, to influence to construct, while being impacted to surrounding enviroment.
Forms of protective wall common at present is concrete guard wall.There is common problem in construction：
1, underground water
Underground water is most common problem in Construction of Deep Foundation, and many difficulties are brought to manual digging pile construction.With
The excavation of soil layer destroys the dynamic balance state of water in soil layer, so that the Static Water of surrounding is penetrated into stake holes, to affect people
The normal construction of work caisson.It especially encounters when having dynamic water-pressure soil layer, not only excavates difficult, guss concrete retaining wall also easy quilt
Hydraulic pressure, which washes away, to be penetrated, and pile quality problem as a result occurs.
2, drift sand
Artificial digging pile is when excavating, when such as encountering fine sand, the silty sand ground geology of flowing, under the action of water pressure, and pole
Drift sand is easily formed, leakage can occur when serious, to cause quality accident.Therefore, construction needs to take effective reliable measure,
To ensure construction safety.
2, silt soil strata
Due to silt soil strata poor plasticity, natural pile lining cannot be from surely, and meeting is constantly past during excavation construction
Lower slump causes lower empty problem to periphery soil layer, so that periphery soil layer stability is declined, while excavating band to lower part pile body mud
It is greatly inconvenient to come, and the construction of lower part pile body can not be even carried out when situation is serious.
Invention content
To solve the above-mentioned problems, the purpose of the present invention is to provide a kind of drilling construction methods of artificial digging pile.
In order to achieve the above object, the drilling construction method of artificial digging pile provided by the invention includes carrying out in order
The following steps：
1) before constructing, a lateral cross-sectional area is excavated out on ground at the stake holes of artificial digging pile to be formed first
More than the square bodily form workbench of stake holes area；
2) by manually pick, spade being utilized successively to excavate foundation soil from top to bottom since the stake holes upper end on workbench bottom surface
And the superstructure of stake holes is formed, excavation sequence is that periphery is dug after first digging centre, and it is broken using hammer, pricker to meet hard soil or bulk boulder
It is broken, the foundation soil dug out is then packed into well-bucket, is arrived well-bucket together with foundation soil vertical transport using electronic lifting means
Ground；
3) when digging to 2 meters of depth, by outer diameter the first orifice steel that suitable and length is 1.5m with the internal diameter of stake holes
Casing is put into the superstructure space of above-mentioned stake holes, then proceedes to excavate downwards, in the process the first orifice steel pile casting
It will rely on the automatic sinking of dead weight, when digging to 3 meters of depth, the lower part for the second orifice steel pile casting that length is 1.8m 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 connects and forms overall structure, and the top of the second orifice steel pile casting is exposed at this time
Workbench bottom surface 30cm and form aperture enclosure, to stop that native stone in stake holes and other objects are rolled into hole and hurted sb.'s feelings, and
Convenient for water blocking；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
At have it is multiple in plum blossom-shaped arrangement circular holes；
4) on the steel pile casting of aperture in addition to three at the 0.3m of workbench bottom surface are in the circular hole of 120 ° of spacing
A 10cm long reinforcing rod is inserted into other each circular holes from inside to outside, keeps the inner end of reinforcing rod and the inner wall 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 from gliding；
5) the first segment lower part steel pile casting 6 that diameter is less than aperture steel pile casting diameter 0.02m and length is 1.5m is put into hole
In the inner space of mouth steel pile casting, the lower end of aperture steel pile casting and first segment lower part steel pile casting flushes at this time；
6) three above-mentioned at the 0.3m of workbench bottom surface in 120 ° of spacing circular hole in insert from inside to outside respectively
Enter the movable rod iron of a 5-6cm diameter, and the rear portion of this three movable rod irons is made to be located at the inside of aperture steel pile casting, while
A reinforcing bar diagonal brace is connected on the inner end of movable rod iron and aperture steel pile casting inner peripheral wall above movable rod iron；Then exist
A bracing members, Zhi Hou are installed respectively on the first segment lower part 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 made to be 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 push under first segment
Portion's steel pile casting, to which the indentation of the lower part of first segment lower part steel pile casting to be located in the foundation soil below the steel pile casting of aperture, for the first time
1.5m is pushed, is then cut the earth according to the method for step 2) in the inside of first segment lower part steel pile casting, cutting depth 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) reinforcing bar diagonal brace, the movable rod iron on above-mentioned jack, cushion block, aperture steel pile casting are disassembled, then by the
Two section lower part steel pile castings are put into the inner space of aperture steel pile casting, and the lower port of the second section lower part steel pile casting will be with first at this time
The upper port of section lower part steel pile casting is in contact, later by the lower port and first of the second section lower part steel pile casting in the way of full weld
The upper port of section lower part steel pile casting links together；
9) according to the method for step 6) on the steel pile casting of aperture setting activity rod iron and reinforcing bar diagonal brace, then second section under
Bracing members are installed on the inner peripheral wall of portion steel pile casting top, cushion block and jack are set later；
10) the first and second section lower part steel pile casting to link together is pushed according to the method for step 7), pushes 1.0m every time,
Then 1.0m is excavated；
11) when the upper end of the second section lower part steel pile casting is displaced downwardly at the lower port of aperture steel pile casting, step 8)-is repeated
10) lower part steel pile casting is saved to N so that third is arranged, until reaching the designed elevation of stake holes, people is constituted by more piece lower part steel pile casting
Cross bracing members are finally arranged in the retaining wall of work caisson inside the steel pile casting of first segment lower part, to prevent lower part steel pile casting because certainly
Sink again, so far completes entire pore forming process.
The thickness of the lower part steel pile casting and aperture steel pile casting is 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 promotion
Personnel can portal along rope ladder when standby failure.
A rain-proof shelter is arranged in the top of the stake holes, 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 water storage vehicle in time by hole
Internal drainage is transported.
The drilling construction method of artificial digging pile provided by the invention has the advantages that：
The steel retaining wall being made of more piece steel pile casting, which can effectively prevent underground water, to be goed deep into from retaining wall in stake holes, while in connection
Using seamless welding method, the waterproof effect of retaining wall seam crossing ensure that, while steel pile casting is used and first sunk to, 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, to big
The big interference reduced to periphery soil layer.In addition curing time is not needed, therefore speed of application can be improved, is shortened the construction period.
Description of the drawings
Work platform structure and stake holes position when Fig. 1 is the drilling construction method using artificial digging pile provided by the invention
Schematic diagram.
Work progress schematic diagram when Fig. 2 is the drilling construction method using artificial digging pile provided by the invention.
Fig. 3 used aperture steel pile casting structures when being the drilling construction method using artificial digging pile provided by the invention
Side view.
The used holes for being inserted with reinforcing rod when being the drilling construction method using artificial digging pile provided by the invention Fig. 4
Mouth steel pile casting structure top view.
Jack portion structure enlarged drawing when Fig. 5 is the drilling construction method using artificial digging pile provided by the invention.
Specific implementation mode
The drilling construction method of artificial digging pile provided by the invention is carried out in the following with reference to the drawings and specific embodiments detailed
It describes in detail bright.
Certain railway engineering is in impact Plain, and level of ground water is high, and it is glutinous that special geology predominantly flows the mud of modeling, Muddy Bottoms
Sand and soft modeling silty clay in the slightly close Muddy Bottoms flour sand of soil, saturation, Muddy Bottoms, soil property is soft, poor plasticity.
Artificial digging pile is mainly used for existing subgrade protection, and stake location is located at existing roadbed side slope, is existing pipe under roadbed
Stake plus ground beam are reinforced.Ground beam size is 0.7*0.4*2.5.Artificial digging pile is between ground beam in gap.
Site operation difficulty is predominantly in existing high-speed railway subgrade slope construction, it is necessary to assure existing subgrade stability, both
Have circuit cannot settle and displacement be more than permissible value, therefore, must assure that in digging process construction in reduce to periphery soil layer
Influence, so that periphery soil layer is 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 pore-forming of artificial digging pile uses construction method provided by the invention.
As Figure 1-Figure 5, the drilling construction method of artificial digging pile provided by the invention includes carrying out down in order
Row step：
1) before constructing, a lateral cross section face is excavated out on ground at the stake holes 1 of artificial digging pile to be formed first
Product is more than the square bodily form workbench 2 of stake holes area, and 2 width of workbench in the present embodiment is 2m, and surface should be put down
It is whole, the sundries such as no surface dust and rubble；1 internal diameter 1.25m of stake holes；
2) by manually pick, spade being utilized successively to excavate ground from top to bottom since 1 upper end of stake holes on 2 bottom surface of workbench
Soil and form the superstructure of stake holes 1, excavation sequence is to dig periphery after first digging centre, meet hard soil or bulk boulder using hammer,
Pricker is broken, and the foundation soil dug out is then packed into well-bucket, is vertically transported well-bucket together with foundation soil using electronic lifting means
It is defeated to arrive ground, it is stacked into appointed place, prevents pollution environment；
3) when digging to 2 meters of depth, by outer diameter the first orifice steel that suitable and length is 1.5m with the internal diameter of stake holes 1
Casing 3 is put into the superstructure space of above-mentioned stake holes 1, then proceedes to excavate downwards, and the first orifice steel protects in the process
Cylinder 3 will rely on the automatic sinking of dead weight, when digging to 3 meters of depth, by the lower part for the second orifice steel pile casting 3 that length is 1.8m
It is put into the upper end of the first orifice steel pile casting 3 in the superstructure space of stake holes 1, it then will be under the first orifice steel pile casting 3
End connect with the upper end junction full weld of the second orifice steel pile casting 3 and forms overall structure, at this time the second orifice steel pile casting 3
Top expose 2 bottom surface 30cm of workbench and form aperture enclosure, to stop that native stone in stake holes 1 and other objects roll into hole
It inside hurts sb.'s feelings, and is convenient for water blocking；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 in plum blossom-shaped arrangement are formed on 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 be arranged a rain-proof shelter, prevent rain cause 1 internal water accumulation of stake holes.In addition, if water level is higher at construction work, need to be arranged
Immersible pump to carry out hole internal drainage, and is in time transported hole internal drainage using water storage vehicle.
4) on aperture steel pile casting 3 in addition to three at 2 bottom surface 0.3m of workbench are in the circular hole 4 of 120 ° of spacing
Other each circular holes 4 in be inserted into a 10cm long reinforcing rod 5 from inside to outside, make the inner end of reinforcing rod 5 and aperture steel pile casting 3
Inner wall flushes, and outside is embedded in the foundation soil in 3 outside of aperture steel pile casting, to prevent aperture steel pile casting 3 from gliding；
5) the first segment lower part steel pile casting 6 that diameter is less than 3 diameter 0.02m of aperture steel pile casting and length is 1.5m is put into hole
In the inner space of mouth steel pile casting 3, the lower end of aperture steel pile casting 3 and first segment lower part steel pile casting 6 flushes at this time；In the present embodiment
Lower part steel pile casting 6 and the thickness of aperture steel pile casting 3 be 8mm；
6) three above-mentioned at 2 bottom surface 0.3m of workbench are in and distinguish from inside to outside in the circular hole 4 of 120 ° of spacing
It is inserted into the movable rod iron 8 of a 5-6cm diameter, and the rear portion of this three movable rod irons 8 is made to be located at the inside of aperture steel pile casting 3,
It is oblique that a reinforcing bar is connected on the inner end of movable rod iron 8 and 3 inner peripheral wall of aperture steel pile casting positioned at movable rod iron 8 above simultaneously
Support 9；Then one is installed respectively on the 6 top inner peripheral wall of first segment lower part steel pile casting below three movable rod irons 8
A cushion block 11 is arranged in bracing members 10 on each bracing members 10 later, a jack 12 is 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 lower part steel pile casting 6, to which the indentation of the lower part of first segment lower part steel pile casting 6 to be located to the foundation soil of 3 lower section of aperture steel pile casting
In, 1.5m is pushed for the first time, is then cut the earth according to the method for step 2) in the inside of first segment lower part steel pile casting 6, is excavated
Depth is 0.5m, leaves the foundation soil of 1m depth as flashing protective layer, to prevent underground water and drift sand from flowing into stake holes 1；
8) reinforcing bar diagonal brace 9, the movable rod iron 8 on above-mentioned jack 12, cushion block 11, aperture steel pile casting 3 are disassembled, so
The second section lower part steel pile casting 6 is put into the inner space of aperture steel pile casting 3 afterwards, at this time the lower end of the second section lower part steel pile casting 6
Mouth will be in contact with the upper port of first segment lower part steel pile casting 6, later by the second section lower part steel pile casting 6 in the way of full weld
Lower port and the upper port of first segment lower part steel pile casting 6 link together；
9) according to the method for step 6) on aperture steel pile casting 3 setting activity rod iron 8 and reinforcing bar diagonal brace 9, then second
It saves and bracing members 10 is installed on 6 top inner peripheral wall of lower part steel pile casting, cushion block 11 and jack 12 are set later；
10) the first and second section lower part steel pile casting 6 to link together is pushed according to the method for step 7), pushes 1.0m every time,
Then 1.0m is excavated；
11) when the upper end of the second section lower part steel pile casting 6 is displaced downwardly at the lower port of aperture steel pile casting 3, step is repeated
8) -10) third is arranged to N section lower part steel pile castings 6, until reaching the designed elevation of stake holes 1, by more piece lower part steel pile casting 6
The retaining wall of artificial digging pile is constituted, cross bracing members are finally set inside first segment lower part steel pile casting 6, to prevent lower part steel from protecting
Cylinder 6 so far completes entire pore forming process because dead weight is sunk.
Claims (5)
1. a kind of drilling construction method of artificial digging pile, it is characterised in that：The drilling construction method of the artificial digging pile
Including the following steps carried out in order：
1) before constructing, a lateral cross-sectional area is excavated out on ground at the stake holes (1) of artificial digging pile to be formed first
More than the square bodily form workbench (2) of stake holes area；
2) by manually pick, spade being utilized successively to excavate ground from top to bottom since stake holes (1) upper end on workbench (2) bottom surface
Superstructure that is native and forming stake holes (1), excavation sequence are to dig periphery after first digging centre, meet hard soil or the use of bulk boulder
Hammer, pricker are broken, and the foundation soil dug out is then packed into well-bucket, using electronic lifting means that well-bucket is vertical together with foundation soil
It transports to ground；
3) when digging to 2 meters of depth, outer diameter the first orifice steel that suitable and length is 1.5m with the internal diameter of stake holes (1) is protected
Cylinder (3) is put into the superstructure space of above-mentioned stake holes (1), then proceedes to excavate downwards, in the process the first orifice steel
Casing (3) will rely on the automatic sinking of dead weight, when digging to 3 meters of depth, by the second orifice steel pile casting (3) that length is 1.8m
Lower part 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) connect with the upper end junction full weld of the second orifice steel pile casting (3) and forms overall structure, and at this time 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 are hurted sb.'s feelings, and are convenient for water blocking；On the whole circumference wall of first orifice steel pile casting (3) and
Multiple circular holes (4) in plum blossom-shaped arrangement are formed in 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 10cm long reinforcing rod (5) is inserted into outer other each circular holes (4) from inside to outside, makes the inner end and aperture of reinforcing rod (5)
The inner wall of steel pile casting (3) flushes, and outside is embedded in the foundation soil on the outside of aperture steel pile casting (3), to prevent aperture steel pile casting (3)
It glides；
5) the first segment lower part steel pile casting (6) that diameter is less than aperture steel pile casting (3) diameter 0.02m and length is 1.5m is put into hole
In the inner space of mouth steel pile casting (3), the lower end of aperture steel pile casting (3) and first segment lower part steel pile casting (6) flushes at this time；
6) three above-mentioned at workbench (2) bottom surface 0.3m are in and distinguish from inside to outside in the circular hole (4) of 120 ° of spacing
It is inserted into the movable rod iron (8) of a 5-6cm diameter, and the rear portion of this three movable rod irons (8) is made to be located at aperture steel pile casting (3)
Inside, while connecting in the inner end of movable rod iron (8) and on aperture steel pile casting (3) inner peripheral wall above movable rod iron (8)
Connect a reinforcing bar diagonal brace (9)；Then in first segment lower part steel pile casting (6) top inner circle below three movable rod irons (8)
One bracing members (10) is installed respectively on peripheral wall, a cushion block (11) is set on each bracing members (10) later, in cushion block
(11) jack (12) is placed on, and the top pick of jack (12) upper end is made to be 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 lower part steel pile casting (6), to which the indentation of the lower part of first segment lower part steel pile casting (6) to be located at below aperture steel pile casting (3)
Foundation soil in, for the first time push 1.5m, then the inside of first segment lower part steel pile casting (6) according to step 2) method carry out
It cuts the earth, cutting depth 0.5m leaves the foundation soil of 1m depth 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 the second section lower part steel pile casting (6) is put into the inner space of aperture steel pile casting (3), at this time the second section lower part steel
The lower port of casing (6) will be in contact with the upper port of first segment lower part steel pile casting (6), later by second in the way of full weld
The lower port of section lower part steel pile casting (6) and the upper port of first segment lower part steel pile casting (6) link together；
9) according to the method for step 6) on aperture steel pile casting (3) setting activity rod iron (8) and reinforcing bar diagonal brace (9), then
Installation bracing members (10) on two section lower part steel pile casting (6) top inner peripheral walls, are arranged cushion block (11) and jack (12) later；
10) the first and second section lower part steel pile casting (6) to link together is pushed according to the method for step 7), pushes 1.0m every time, so
After excavate 1.0m；
11) when the upper end of the second section lower part steel pile casting (6) is displaced downwardly at the lower port of aperture steel pile casting (3), step is repeated
8) -10) third is arranged to N section lower part steel pile castings (6), until reaching the designed elevation of stake holes (1), by more piece lower part steel
Casing (6) constitutes the retaining wall of artificial digging pile, and cross bracing members are finally arranged inside first segment lower part steel pile casting (6), to prevent
Only lower part steel pile casting (6) so far completes entire pore forming process because of dead weight sinking.
2. the drilling construction method of artificial digging pile according to claim 1, it is characterised in that：The lower part steel pile casting
(6) and the thickness of aperture steel pile casting (3) is 8mm.
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 when more than 2m, and upper end is fixed on workbench (2), so that the personnel in electronic lifting means failure being capable of edge
Rope ladder portals.
4. the drilling construction method of artificial digging pile according to claim 1, it is characterised in that：The stake holes (1)
A rain-proof shelter is arranged in top, 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 water storage vehicle.
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| 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 |
| 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 |
| 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 |
| 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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