CN111962507A - Pile foundation hole forming method - Google Patents
Pile foundation hole forming method Download PDFInfo
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- CN111962507A CN111962507A CN202010843100.6A CN202010843100A CN111962507A CN 111962507 A CN111962507 A CN 111962507A CN 202010843100 A CN202010843100 A CN 202010843100A CN 111962507 A CN111962507 A CN 111962507A
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- 238000000034 method Methods 0.000 title claims abstract description 34
- 238000005553 drilling Methods 0.000 claims abstract description 111
- 239000002689 soil Substances 0.000 claims abstract description 63
- 239000011229 interlayer Substances 0.000 claims abstract description 39
- 239000004568 cement Substances 0.000 claims abstract description 32
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims abstract description 30
- 235000011941 Tilia x europaea Nutrition 0.000 claims abstract description 30
- 239000004571 lime Substances 0.000 claims abstract description 30
- 238000010276 construction Methods 0.000 claims abstract description 19
- 238000009527 percussion Methods 0.000 claims abstract description 14
- 238000005056 compaction Methods 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- AXCZMVOFGPJBDE-UHFFFAOYSA-L calcium dihydroxide Chemical compound [OH-].[OH-].[Ca+2] AXCZMVOFGPJBDE-UHFFFAOYSA-L 0.000 claims description 4
- 229910001861 calcium hydroxide Inorganic materials 0.000 claims description 4
- 235000011116 calcium hydroxide Nutrition 0.000 claims description 4
- 239000000920 calcium hydroxide Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 239000011148 porous material Substances 0.000 claims description 2
- 238000001125 extrusion Methods 0.000 abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 15
- 239000002002 slurry Substances 0.000 description 6
- 101150006257 rig-4 gene Proteins 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 230000001681 protective effect Effects 0.000 description 4
- 230000001012 protector Effects 0.000 description 3
- 239000002893 slag Substances 0.000 description 3
- 239000000126 substance Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000003111 delayed effect Effects 0.000 description 2
- 238000003912 environmental pollution Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000003116 impacting effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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Classifications
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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
-
- 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
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B1/00—Percussion drilling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B3/00—Rotary drilling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Geochemistry & Mineralogy (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a pile foundation hole forming method, which relates to the technical field of cast-in-place pile construction, and comprises the following steps: (1) drilling to the weak interlayer by adopting a rotary drilling rig; (2) rotating the hole to collapse; (3) backfilling cement soil or lime soil after the hole collapse of the soft interlayer; (4) replacing the rotary drilling rig with a percussion drilling rig, and adopting the percussion drilling rig to perform impact compaction in the collapsed hole; wherein, the drill bit of the percussion drill is a conical head; (5) replacing the impact drilling machine with a rotary drilling machine; (6) and drilling by adopting a rotary drilling rig until the hole is formed. In the construction process, the backfill impact adopts a drill bit with a pointed lower part, so that the extrusion force diffused to the collapsed hole range during impact can be greatly improved, a compact and stable retaining wall structure with the strength far higher than that of an original stratum is formed, and the cost of cement soil or lime soil is low. When the stratum has the local weak interlayer, the method can effectively treat the collapsed hole, has low treatment cost and can improve the construction efficiency.
Description
Technical Field
The invention relates to the technical field of cast-in-place pile construction, in particular to a pile foundation hole forming method.
Background
The cast-in-situ bored pile is a pile formed by forming a pile hole in foundation soil through mechanical drilling, steel pipe soil extrusion or manual excavation and the like on an engineering site, placing a reinforcement cage in the pile hole and pouring concrete into the pile hole. Common pile foundation hole forming methods comprise long auger drilling hole forming, impact drilling hole forming, rotary drilling hole forming, manual hole digging and the like, and slurry (chemical slurry) wall protection is adopted according to construction and is divided into wet operation and dry operation.
In the prior art, when the construction position is located in a water shortage area and the self-weight collapsible loess on the upper part of the pile foundation deforms and collapses when meeting water, dry operation is generally adopted. In order to reduce noise, a rotary drilling hole with less vibration is generally adopted.
However, when a local weak interlayer exists in the stratum, hole collapse can occur when the stratum is dug to the weak interlayer in a rotary mode, if the stratum is processed in time and is dug downwards, the collapse is easily transmitted from the hole collapse position to the upper stable hole wall, the whole pile hole collapses, the rotary digging bucket is buried, the processing cost is high, and the construction progress is delayed.
Disclosure of Invention
The invention aims to provide a pile foundation pore-forming method, which aims to solve the technical problems that in the prior art, when a local weak interlayer exists in a stratum, a hole collapse occurs when a rotary excavating machine rotates to the weak interlayer, and if the local weak interlayer is not processed in time and continues to dig downwards, the hole wall is easy to transfer downwards from the hole collapse position to the upper stable hole wall, so that the whole pile hole collapses, a rotary excavating bucket is buried, the processing cost is high, and the construction progress is delayed.
The invention provides a pile foundation pore-forming method, which comprises the following steps:
(1) drilling to the weak interlayer by adopting a rotary drilling rig;
(2) rotating the hole to collapse;
(3) backfilling cement soil or lime soil after the hole collapse of the soft interlayer;
(4) replacing the rotary drilling rig with a percussion drilling rig, and adopting the percussion drilling rig to perform impact compaction in the collapsed hole; wherein, the drill bit of the percussion drill is a conical head;
(5) replacing the impact drilling machine with a rotary drilling machine;
(6) and drilling by adopting a rotary drilling rig until the hole is formed.
Further, before the step (6), the following steps are included: and checking whether a drilling bucket of the rotary drilling rig penetrates through the soft interlayer or not.
Further, when the drilling bucket passes through the weak interlayer, the step (6) is carried out: and (5) when the drilling and excavating bucket does not pass through the weak interlayer, repeating the steps (2) - (5) until the drilling and excavating bucket passes through the weak interlayer, and then performing the step (6).
Further, in the step (2), the depth of each rotary digging is 1.5m-2 m.
Further, in the step (3), the cement soil is prepared by mixing cement and loess according to the mass ratio of 3: 7; the lime soil is prepared by uniformly mixing slaked lime and loess according to the mass ratio of 3: 7.
Further, the moisture content of the loess is 13% to 15%.
Further, in the step (3), the backfill height is 0.8m-1.2m higher than the upper part of the collapse hole.
Further, in the step (4), the stroke of the percussion drill is 2.5m to 3.5 m.
Further, before the step (1), the following steps are included: construction lofting; and (5) lowering the steel casing.
Further, the following steps are included after the step (6): putting down a reinforcement cage; and pouring pile foundation concrete.
According to the pile foundation pore-forming method provided by the invention, in the construction process, the backfill impact adopts the drill bit with the pointed lower part, so that the extrusion force diffused to the hole collapse range in the impact process can be greatly improved, and a compact and stable retaining wall structure with the strength far higher than that of an original stratum is formed. The rotary drilling rig is adopted for drilling, so that construction vibration can be reduced, the noise is low, and the interference to surrounding residents can be reduced. In addition, the method can also avoid the hole forming operation of slurry retaining walls, chemical slurry retaining walls or clear water retaining walls, save water resources and reduce environmental pollution. The cost of the cement soil or the lime soil is low, and the cost of hole collapse treatment is greatly reduced by backfilling the cement soil or the lime soil. In addition, when the water-rich stratum is formed, the lime soil can also play a role in sealing water.
Therefore, the pile foundation pore-forming method can effectively treat collapsed pores when a local weak interlayer exists in the stratum, the treatment cost is low, and the construction efficiency can be improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
Fig. 1 is a block diagram illustrating steps of a pile foundation hole forming method according to an embodiment of the present invention;
fig. 2 is a schematic structural diagram corresponding to steps (1) and (2) provided in the embodiment of the present invention;
fig. 3 is a schematic structural diagram corresponding to steps (3) and (4) provided in the embodiment of the present invention;
fig. 4 is a schematic structural diagram corresponding to steps (5) and (6) provided in the embodiment of the present invention.
Icon: 1-rotary drilling rig; 2-soft interlayer; 3-cemented soil or limestone soil; 4-a percussion drill; 5-a drill bit; 6-drilling and excavating bucket; 7-collapse of the hole; 8-steel casing; 9-stabilizing the formation.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the following embodiments, and it should be understood that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1 to 4, a pile foundation hole forming method provided by an embodiment of the present invention includes the following steps: (1) drilling to the soft interlayer 2 by adopting a rotary drilling rig 1; (2) rotating the hole to collapse 7; (3) backfilling cement soil or lime soil 3 after the hole collapse 7 of the soft interlayer 2; (4) replacing the rotary drilling rig 1 with an impact drilling rig 4, and adopting the impact drilling rig 4 to perform impact compaction in the collapsed hole 7; wherein, the drill bit 5 of the percussion drill 4 is a conical head; (5) replacing the impact drilling machine 4 with the rotary drilling machine 1; (6) and drilling by adopting a rotary drilling rig 1 until a hole is formed.
Further, before the step (1), the following steps are included: construction lofting; and (5) lowering the steel casing 8.
Specifically, according to the pile position coordinates and the field control network provided by the design drawing, the central position of the pile position hole is lofted by a total station or a Global Positioning System (GPS), the timber pile is nailed, the hole position is lofted accurately on the timber pile, and the cement nail is nailed. After the pile position is determined, four pile protectors are led out in a cross shape along the pile axis, and meanwhile, after the subsequent pile protectors are buried, the stay wires are pulled again to mark the edges of the pile protectors with red paint. The elevation of the pile foundation is controlled by the elevation of the top of the pile casing. And measuring the top elevation of the protective cylinder by using a leveling instrument and a leveling point arranged near the bridge, and then measuring and calculating the bottom elevation of the hole by using a measuring rope.
When the rotary drilling rig 1 is in place, whether the performance of the rotary drilling rig 1 is good or not needs to be checked firstly, and the normal work of the drilling rig is ensured. The position of the drilling machine is accurately determined through the measured pile position, the rotary drilling machine 1 is moved to the drilling position, the stability is guaranteed, after the drill rod is basically vertical through manual rough leveling, the automatic control system is used for adjusting the drill rod to keep a vertical state, and a constructor can detect the vertical degree of the drill rod through a hanging ball method. Meanwhile, the alignment accuracy of the drilling machine is rechecked again by drawing the cross wire, so that the drilling quality is ensured.
During the drilling process of the rotary drilling rig 1, the drilling bucket 6 is firstly landed during drilling, the zero clearing operation is carried out through a zero clearing button on a display, and the original position of the drilling bucket 6 is recorded. At the moment, the display displays the bar-shaped columns and the numbers of the current position of the drilling hole, and the total depth of the magnetic control can be displayed by monitoring the construction working position, the advancing position and the hole depth of the drilling hole through the display. After the drilling bucket 6 is fully extruded with the drilling slag, the drilling bucket is lifted out of the ground surface, the drilling slag is placed at a designated position, and the drilling slag is cleared and transported to a designated spoil area by using a loader and a dumper, so that water and soil loss or farmland pollution is avoided.
After the rotary drilling rig 1 drills 2-3m, the drilling bucket 6 is lifted out of the hole, an earth cutter is installed on one side of the drilling bucket 6 and extends out of the outer side of the drilling bucket 6 by 5cm, then the drilling bucket 6 is placed into the hole again to carry out rotary cutting and reaming on the hole opening 2-3m, after reaming is finished, the drilling bucket 6 is lifted out of the hole again, a steel protective cylinder 8 is placed downwards, the top of the protective cylinder is 30cm higher than the ground, earth is filled around the protective cylinder and is higher than the ground around, and meanwhile, a water prevention and drainage system is perfected. Therefore, rainwater can be prevented from flowing into the hole when raining, and the upper hole wall is deformed due to the structural damage after the self-weight collapsible loess meets water, so that the hole 7 is collapsed. And after the steel pile casings 8 are buried according to the designed pile positions, lifting the drilling and excavating bucket 6 into the hole to continue drilling until the top surface of the soft interlayer 2.
Further, the following steps are included after the step (6): putting down a reinforcement cage; and pouring pile foundation concrete.
The pile foundation hole forming method provided by the embodiment of the invention comprises the following steps: (1) drilling to the soft interlayer 2 by adopting a rotary drilling rig 1; (2) rotating the hole to collapse 7; (3) backfilling cement soil or lime soil 3 after the hole collapse 7 of the soft interlayer 2; (4) replacing the rotary drilling rig 1 with an impact drilling rig 4, and adopting the impact drilling rig 4 to perform impact compaction in the collapsed hole 7; wherein, the drill bit 5 of the percussion drill 4 is a conical head; (5) replacing the impact drilling machine 4 with the rotary drilling machine 1; (6) and drilling by adopting a rotary drilling rig 1 until a hole is formed. In the construction process, the backfill impact adopts the drill bit 5 with the pointed lower part, so that the extrusion force diffused to the collapsed hole 7 during impact can be greatly improved, and a compact and stable retaining wall structure with the strength far higher than that of an original stratum is formed. The rotary drilling rig 1 is adopted for drilling, so that construction vibration can be reduced, noise is low, and interference to surrounding residents can be reduced. In addition, the method can also avoid the hole forming operation of slurry retaining walls, chemical slurry retaining walls or clear water retaining walls, save water resources and reduce environmental pollution. The cost of the cement soil or the lime soil 3 is low, and the treatment cost of the hole collapse 7 is greatly reduced by backfilling the cement soil or the lime soil 3. In addition, when the water-rich stratum is formed, the lime soil can also play a role in sealing water.
Therefore, the pile foundation pore-forming method can effectively treat the collapsed hole 7 when the local weak interlayer 2 exists in the stratum, has low treatment cost and can improve the construction efficiency.
As shown in fig. 1-4, on the basis of the above embodiment, further, before step (6), the following steps are included: and checking whether the drilling bucket 6 of the rotary drilling rig 1 penetrates through the weak interlayer 2.
Further, when the drilling bucket 6 passes through the weak interlayer 2, the step (6) is carried out: and (5) repeating the steps (2) - (5) when the drilling and excavating bucket 6 does not penetrate through the soft interlayer 2 until the drilling and excavating bucket 6 penetrates through the soft interlayer 2, and then performing the step (6).
Further, in the step (2), the depth of each rotary digging is 1.5m-2 m.
Further, in the step (3), the backfill height is 0.8m-1.2m higher than the upper part of the collapse hole 7. With the downward falling of the drill bit 5 of the percussion drill 4, the top surface of the cement soil or the lime soil 3 in the collapsed hole 7 is lowered continuously, and the cement soil or the lime soil 3 is added into the collapsed hole 7 in time.
Further, in step (4), the stroke of the hammer drill 4 is 2.5m to 3.5 m.
Wherein, the drill bit 5 of the impact drilling machine 4 weighs about 3t to ensure that the cement soil or the lime soil 3 can be extruded into the hole collapse 7 during impact.
In the impact compaction process, the drill bit 5 is lifted, the drill bit 5 falls down by self weight to compact and compact the collapsed hole 7, the stroke is controlled to be about 3m, meanwhile, the sinking condition of the cement soil or the lime soil 3 is observed by a flashlight, the backfilling is supplemented in time, the top surface of the compacted cement soil or the lime soil 3 is always ensured to be 0.3-0.5m higher than the upper part of the collapsed hole 7, the impact is stopped until the drill bit 5 impacts the cement soil or the lime soil 3 for 50 times and the top surface of the cement soil or the lime soil 3 sinks for less than 5cm, the section of the collapsed hole 7 is filled with compact cement soil or lime soil 3, the rotary drilling rig 1 is replaced to perform repeated drilling, and after the cement soil or the lime soil 3 in the pile hole range is dug, the remaining compacted cement soil or lime soil 3 of the collapsed hole 7 forms.
Further, in the step (3), the cement soil is prepared by mixing cement and loess according to the mass ratio of 3: 7; the lime soil is prepared by uniformly mixing slaked lime and loess according to the mass ratio of 3: 7.
Further, the moisture content of the loess is 13% to 15%.
Specifically, when the rotary drilling is carried out to the weak interlayer 2, hole excavation should be stopped, the top surface depth of the weak interlayer 2 is recorded, and P.O 32.5.5 (or P.042.5) cement and the collapsible loess excavated at the upper part are uniformly mixed according to the mass ratio of 3:7 outside the hole opening by 5 m; if the water content of the soft interlayer 2 is higher, adopting hydrated lime: mixing loess 3:7 with lime soil, wherein the loess used for mixing is slightly wet, and the water content is controlled to be 13-15%.
In the embodiment, in the construction process, when the top surface of the weak interlayer 2 is rotationally dug downwards for 1.5-2 m, if the drilling bucket 6 enters the stable stratum 9, collapsed soil on the hole wall of the weak interlayer 2 is cleaned by a rotary digging machine, and cement soil or lime soil 3 is quickly backfilled, wherein the backfilling height is 0.8-1.2 m higher than the upper part of the collapsed hole 7. And after backfilling is finished, the rotary drilling rig 1 is moved away, the impact drilling rig 4 is in place for impact compaction, and the cement soil or the lime soil 3 is squeezed into the collapsed hole 7. And (3) if the weak interlayer 2 is thick, repeating the steps (2) - (5), and performing rotary drilling, hole collapse 7 and cleaning section by section, backfilling cement soil or lime soil 3, impacting and compacting from top to bottom according to each section of 1.5-2 m for multiple times, and performing rotary drilling and rotary drilling under the condition of compacting the cement soil or lime soil 3 to protect the wall until the soft interlayer 2 penetrates into the stable stratum 9.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (10)
1. A pile foundation pore-forming method is characterized by comprising the following steps:
(1) drilling to the weak interlayer by adopting a rotary drilling rig;
(2) rotating the hole to collapse;
(3) backfilling cement soil or lime soil after the hole collapse of the soft interlayer;
(4) replacing the rotary drilling rig with a percussion drilling rig, and adopting the percussion drilling rig to perform impact compaction in the collapsed hole; wherein, the drill bit of the percussion drill is a conical head;
(5) replacing the impact drilling machine with a rotary drilling machine;
(6) and drilling by adopting a rotary drilling rig until the hole is formed.
2. The pile foundation pore-forming method according to claim 1, characterized by further comprising the following steps before step (6):
and checking whether a drilling bucket of the rotary drilling rig penetrates through the soft interlayer or not.
3. The pile foundation hole forming method according to claim 2, wherein when the drilling bucket of the rotary drilling rig passes through the weak interlayer, the step (6) is carried out:
and (5) when the drilling and excavating bucket does not pass through the weak interlayer, repeating the steps (2) - (5) until the drilling and excavating bucket passes through the weak interlayer, and then performing the step (6).
4. The pile foundation pore-forming method according to any one of claims 1-3, wherein in step (2), the depth of each rotary digging is 1.5m-2 m.
5. The pile foundation pore-forming method according to the claim 1, characterized in that in the step (3), the cement soil is prepared by mixing cement and loess according to the mass ratio of 3: 7; the lime soil is prepared by uniformly mixing slaked lime and loess according to the mass ratio of 3: 7.
6. A pile foundation pore-forming method according to claim 5, characterized in that the moisture content of loess is 13% -15%.
7. The pile foundation pore-forming method according to the claim 1, characterized in that in the step (3), the backfill height is 0.8m-1.2m higher than the upper part of the collapsed pore.
8. The pile foundation pore-forming method according to the claim 7, wherein in the step (4), the stroke of the impact drilling machine is 2.5m-3.5 m.
9. The pile foundation pore-forming method according to claim 1, characterized by further comprising the following steps before step (1):
construction lofting;
and (5) lowering the steel casing.
10. The pile foundation pore-forming method according to claim 1, characterized by further comprising the following steps after the step (6):
putting down a reinforcement cage;
and pouring pile foundation concrete.
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| CN202010843100.6A CN111962507A (en) | 2020-08-20 | 2020-08-20 | Pile foundation hole forming method |
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| CN202010843100.6A CN111962507A (en) | 2020-08-20 | 2020-08-20 | Pile foundation hole forming method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112832231A (en) * | 2021-01-05 | 2021-05-25 | 江西省地质工程(集团)公司 | Construction method of cast-in-situ bored pile in karst cave area |
| CN113669003A (en) * | 2021-08-05 | 2021-11-19 | 深圳宏业基岩土科技股份有限公司 | Deep rockfill and sludge area breast wall hole forming construction method |
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