CN114808938A - Construction method for rotary digging pile in boulder final hole - Google Patents
Construction method for rotary digging pile in boulder final hole Download PDFInfo
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- CN114808938A CN114808938A CN202210572174.XA CN202210572174A CN114808938A CN 114808938 A CN114808938 A CN 114808938A CN 202210572174 A CN202210572174 A CN 202210572174A CN 114808938 A CN114808938 A CN 114808938A
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 238000005553 drilling Methods 0.000 claims abstract description 15
- 230000002787 reinforcement Effects 0.000 claims description 18
- 238000007689 inspection Methods 0.000 claims description 13
- 239000011435 rock Substances 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 239000010438 granite Substances 0.000 claims description 9
- 238000012360 testing method Methods 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 8
- 230000003068 static effect Effects 0.000 claims description 8
- 230000006835 compression Effects 0.000 claims description 6
- 238000007906 compression Methods 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 6
- 238000004519 manufacturing process Methods 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 4
- 210000001503 joint Anatomy 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 239000002893 slag Substances 0.000 claims description 4
- 230000001681 protective effect Effects 0.000 claims description 3
- 239000000463 material Substances 0.000 abstract description 3
- 238000013461 design Methods 0.000 description 4
- 239000010432 diamond Substances 0.000 description 4
- 238000000034 method Methods 0.000 description 3
- 238000001514 detection method Methods 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 239000004927 clay Substances 0.000 description 1
- 230000008094 contradictory effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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
- E02D5/66—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
- E21B3/00—Rotary drilling
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- General Engineering & Computer Science (AREA)
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Abstract
The invention discloses a construction method of a rotary excavating pile in a final hole in an boulder, which comprises the following steps: obtaining the horizontal projection area of the boulder according to the characteristic value of the bearing capacity of the single pile of the rotary excavating pile and the characteristic value of the bearing capacity of the pile end of the rotary excavating pile; obtaining the depth of the rotary excavating pile entering the boulder according to the horizontal projection area of the boulder; and placing the rotary excavating pile in a final hole in the boulder. According to the technical scheme, the final hole is formed in the boulder under the condition that the rotary excavating pile meets the requirement of bearing capacity, a large amount of boulder drilling amount does not need to be drilled, the investment of manpower and material resources is saved, and the project construction cost is reduced.
Description
Technical Field
The invention relates to the technical field of construction, in particular to a construction method of a rotary excavating pile in a final hole in a boulder.
Background
The rotary excavating pile is very commonly applied in engineering, a pile end holding layer of the rotary excavating pile is in a stable medium weathered rock stratum and a stable slightly weathered rock stratum, but when a large amount of large-size boulders exist in a construction site, the rotary excavating pile is difficult to reach the stable rock stratum for final hole drilling. If the rotary digging pile needs to stabilize the final hole of the rock stratum, a large amount of boulders need to be drilled through, the engineering quantity of diamonds is greatly increased, and due to the fact that the diamonds are low in efficiency and high in difficulty, a large amount of engineering cost is increased and the construction period is prolonged.
Disclosure of Invention
The invention mainly aims to provide a construction method for a rotary excavation pile in a final hole in an boulder, and aims to solve the problem that when a large number of large-size boulders exist in a construction field, the rotary excavation pile is difficult to reach a stable rock stratum to carry out the final hole.
In order to achieve the purpose, the construction method of the rotary excavating pile in the final hole in the boulder, provided by the invention, comprises the following steps:
step 1: obtaining the horizontal projection area of the boulder according to the characteristic value of the bearing capacity of the single pile of the rotary excavating pile and the characteristic value of the bearing capacity of the pile end of the rotary excavating pile;
step 2: obtaining the depth of the rotary excavating pile entering the boulder according to the horizontal projection area of the boulder;
and step 3: and placing the rotary excavating pile in a final hole in the boulder.
In one embodiment, the step 1 comprises:
setting the characteristic value of the bearing capacity of a single pile of the rotary excavating pile to be Ra, setting the characteristic value of the bearing capacity of the pile end of the rotary excavating pile to be qpa, and setting the horizontal projection area of the boulder to be A P ，A P ≥2.0Ra/qpa。
In one embodiment, the step 2 includes:
setting the boulder to be an ellipsoid, setting the horizontal projection length of the boulder to be L, setting the depth of the rotary excavating pile entering the boulder to be H, and setting A P ＝π*(L/2) 2 ；
Taking L as H, and calculating the value range of the depth H of the rotary excavating pile entering the boulder as
In one embodiment, the construction method further comprises the following steps:
and 4, step 4: and after the construction of the rotary excavating pile is completed, carrying out a compression static load test and a pulling static load test on the rotary excavating pile.
In one embodiment, the boulder is within a fully weathered granite rock layer.
In one embodiment, the boulder is within a strongly weathered granite rock layer.
In one embodiment, the step 3 comprises the steps of:
lofting and positioning: before engineering start-up, establishing a measurement control network in a field according to the pile position arrangement condition of the rotary excavating piles, and then measuring and releasing the central point of the pile position of each rotary excavating pile according to the measurement control network;
positioning a rotary digging machine: carrying out rotary digging machine positioning according to the pile position of the rotary digging pile;
embedding a pile casing: burying and positioning the pile casing according to the pile position of the rotary digging pile;
and (3) hole forming by a rotary digging machine: after the pile casing is buried and positioned, drilling by using the rotary excavating machine according to the calculated H;
hole cleaning: after the drilling of the rotary excavating machine is finished, lowering a drill bit of the rotary excavating machine to the bottom of a pile hole of the rotary excavating pile, slowly rotating, and removing residual mud;
manufacturing and placing a reinforcement cage: the reinforcement cage is manufactured in sections on site, section-by-section inspection and acceptance are carried out, the steel reinforcement cage is hung and stored after being qualified, and the steel reinforcement cage is slowly put into a pile hole of the rotary digging pile after being welded;
a lower guide pipe: before the guide pipe is used, performing appearance inspection and butt joint inspection on the guide pipe, wherein the length of the guide pipe is configured according to the rotary excavating pile;
pouring concrete: pouring concrete according to the pile hole of the rotary digging pile;
pulling out the protective sleeve: after the concrete pouring is finished, pulling out the pile casing;
backfilling pile holes: and after the concrete pouring is finished, backfilling the part of the upper part, which is not poured with the concrete, by using soil and slag in the field, and after the backfilling is completed, sealing the hole opening of the rotary excavating pile by using the concrete again.
The technical scheme of the invention comprises the following steps: obtaining the horizontal projection area of the boulder according to the characteristic value of the bearing capacity of the single pile of the rotary excavating pile and the characteristic value of the bearing capacity of the pile end of the rotary excavating pile; obtaining the depth of the rotary excavating pile entering the boulder according to the horizontal projection area of the boulder; and placing the rotary excavating pile in a final hole in the boulder. By carrying out final hole in the boulder under the condition that the rotary excavating pile meets the bearing capacity requirement, a large amount of boulder drilling amount does not need to be drilled, the investment of manpower and material resources is saved, and the project construction cost is reduced.
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, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the structures shown in the drawings without creative efforts.
Fig. 1 is a schematic structural diagram of an embodiment of a construction method of a rotary excavating pile in a final hole in an boulder.
The reference numbers indicate:
| reference numerals | Name (R) | Reference numerals | Name (R) |
| 100 | |
300 | |
| 200 | Boulder | 400 | Completely weathered granite rock-soil layer/strongly weathered granite rock-soil layer |
The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. 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.
It should be noted that, if directional indications (such as up, down, left, right, front, and back … …) are involved in the embodiment of the present invention, the directional indications are only used to explain the relative positional relationship between the components, the movement situation, and the like in a specific posture (as shown in the drawing), and if the specific posture is changed, the directional indications are changed accordingly.
In addition, if there is a description of "first", "second", etc. in an embodiment of the present invention, the description of "first", "second", etc. is for descriptive purposes only and is not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In addition, if appearing throughout the text, "and/or" is meant to include three juxtaposed aspects, taking "A and/or B" as an example, including either the A aspect, or the B aspect, or both A and B satisfied aspects. In addition, technical solutions between the embodiments may be combined with each other, but must be based on the realization of the technical solutions by a person skilled in the art, and when the technical solutions are contradictory to each other or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present invention.
The rotary excavating pile 100 is very commonly applied in engineering, generally, pile end bearing layers of the rotary excavating pile 100 are in stable medium weathered and slightly weathered rock strata, but when a large number of large-size boulders 200 exist in a construction site, the rotary excavating pile 100 is difficult to reach the stable rock strata to carry out final hole drilling. If the rotary digging pile 100 needs to stabilize the final hole of the rock stratum, a large amount of boulders 200 need to be drilled through, the engineering quantity of diamonds is greatly increased, and due to the fact that the diamonds are low in efficiency and high in difficulty, a large amount of engineering cost is increased and the construction period is prolonged.
Referring to fig. 1, the invention provides a construction method of a rotary excavating pile 100 in a final hole of a boulder 200, which comprises the following steps:
step 1: obtaining the horizontal projection area of the boulder 200 according to the characteristic value of the bearing capacity of the single pile of the rotary excavating pile 100 and the characteristic value of the bearing capacity of the pile end of the rotary excavating pile 100;
step 2: obtaining the depth of the rotary excavating pile 100 entering the boulder 200 according to the horizontal projection area of the boulder 200;
and step 3: and (3) finishing the rotary excavating pile 100 in the boulder 200.
Specifically, the single-pile bearing capacity means that the strength and stability of the foundation soil and the rotary excavation pile 100 per se can be guaranteed under the load action of the rotary excavation pile 100 single pile, and the deformation is also within the allowable range so as to guarantee the maximum load which can be borne by the normal use of the structure. The pile tip bearing capacity is shown in figure 1. The depth of the rotary digging pile 100 entering the boulder 200 is obtained through calculation, so that the rotary digging pile 100 is subjected to final hole drilling in the boulder 200 under the condition that the bearing capacity requirement is met, when a large number of large-size boulders 200 exist in a construction site, the rotary digging pile 100 needs to be kept stable, a large number of boulders 200 do not need to be drilled through, the drilling amount of the boulders 200 of the engineering pile and the engineering quantity of the engineering pile are greatly reduced, the investment of manpower and material resources is favorably saved, the project construction cost is reduced, the project construction period is shortened, and the purposes of reducing cost and improving efficiency are achieved.
In one embodiment, the step 1 comprises: setting the characteristic value of the bearing capacity of a single pile of the rotary digging pile 100 as Ra, the characteristic value of the bearing capacity of the pile end of the rotary digging pile 100 as qpa, and the horizontal projection area of the boulder 200 as A P ，A P Not less than 2.0 Ra/qpa. It can be understood that the horizontal projected area A of the boulder 200 P Multiplying the characteristic value qpa of the pile end bearing capacity of the rotary digging pile 100 by the characteristic value Ra of the single pile bearing capacity of the designed rotary digging pile 100, and calculating the horizontal projection area of the boulder 200 through calculation.
In one embodiment, the step 2 includes: setting the boulder 200 to be an ellipsoid, setting the horizontal projection length of the boulder 200 to be L, and setting the depth of the rotary excavating pile 100 entering the boulder 200 to be H, A P ＝π*(L/2) 2 (ii) a Taking L as H, and calculating the value range of the depth H of the rotary excavating pile 100 entering the boulder 200 as
It can be understood that the boulder 200 is assumed to be an ellipsoid in design, the horizontal projection length L of the boulder 200 is approximately equal to the depth H of the rotary excavating pile 100 entering the boulder 200, and the boulder 200 is regarded as a pile end expansion head of the rotary excavating pile 100. Horizontal projected area A through boulder 200 P Multiplying the characteristic value qpa of the pile end bearing capacity of the rotary excavating pile 100 by the characteristic value Ra of the single pile bearing capacity of the rotary excavating pile 100, and calculating the depth of the rotary excavating pile 100 entering the boulder 200
According to the requirements, the depth H of the rotary excavating pile 100 entering the boulder 200 can be calculated to be a final hole in different soil layers. So that the rotary digging pile100 are drilled in the boulders 200 under the condition of meeting the bearing capacity requirement, so that if a large number of large-size boulders 200 exist in a construction site, the rotary excavating pile 100 needs to be stable, a large number of boulders 200 do not need to be drilled through, and the drilling amount of the boulders 200 of the engineering pile and the engineering quantity of the engineering pile are greatly reduced.
In order to ensure the construction quality, the quality of the rotary excavated pile 100 needs to be detected, and in an embodiment, the construction method further includes step 4: after the construction of the rotary excavating pile 100 is completed, a compression static load test and a pulling static load test are carried out on the rotary excavating pile 100. When the rotary excavating pile 100 is subjected to compression resistance detection, part of the rotary excavating pile 100 in the final hole in the boulder 200 is selected to perform a compression resistance static load test and a pulling resistance static load test, the tests are performed according to the characteristic value of the bearing capacity of the single pile which is 2.0 times, and whether the vertical compression resistance bearing capacity and the vertical pulling resistance bearing capacity of the single pile meet the design requirements or not is judged through third-party detection.
When the boulder 200 is in the soil layer above the fully weathered granite, the rotary excavation pile 100 can be selectively penetrated. In one embodiment, the boulder 200 is within a fully weathered granite soil layer 400. Optionally, the rotary excavating pile 100 enters a final hole of 4.5 meters in the boulder 200. In yet another embodiment, the boulder 200 is disposed within a strongly weathered granite earth layer 400. Optionally, the rotary excavating pile 100 enters a final hole of 3.7 meters in the boulder 200.
And (3) constructing according to the depth H of the rotary excavation pile 100 entering the boulder 200 obtained by assumed design and calculation, wherein the step 3 comprises the following steps:
lofting and positioning: before engineering start-up, a measurement control network is established in the field according to the pile position arrangement condition of the rotary digging piles 100, and then the central point of each pile position of the rotary digging pile 100 is measured and placed according to the measurement control network.
(II) positioning the rotary excavating machine: and (3) positioning the rotary excavating machine according to the pile position of the rotary excavating pile 100, wherein the rotary excavating machine is required to be stable, regular, horizontal and positioned in position, and the error between the center of the drill bit and the center of the pile position is not more than 10 mm.
(III) embedding a protection cylinder: burying and positioning the pile casing according to the pile position of the rotary digging pile 100, wherein the diameter of the pile casing is 200mm larger than that of the pile hole, backfilling the periphery of the pile casing with clay, and tamping in layers.
(IV) forming holes by a rotary digging machine: and after the pile casing is buried and positioned, drilling by using the rotary excavating machine according to the calculated H.
The mud retaining wall can be adopted in the process of forming the hole by the rotary drilling machine. The mud is naturally made by utilizing the stirring effect of the drill bit on the mud in the drilling process, the specific gravity of the mud is adjusted according to actual requirements, mud forms mud skin on the surface of the hole wall in the circulating process, and the mud and the self weight of the mud play a role in protecting the hole wall and preventing the hole wall from collapsing.
(V) cleaning holes: and after the drilling of the rotary excavating machine is finished, lowering a drill bit of the rotary excavating machine to the bottom of a pile hole of the rotary excavating pile 100, and then slowly rotating to clear out residual mud.
(VI) manufacturing and placing a reinforcement cage:
1. manufacturing a steel reinforcement cage: the steel reinforcement cage is made in sections on site, the main reinforcement and the reinforcing ribs are all welded, the spiral reinforcement and the main reinforcement are reinforced by adopting spaced point welding, and the manufacturing requirement of the steel reinforcement cage meets the design requirement. And (4) checking and accepting the manufactured reinforcement cage section by section, and hanging the plate for storage after the reinforcement cage is qualified.
2. Placing in the reinforcement cage hole: after the steel bars are welded completely, the steel bars are slowly put into the holes, and the cage is strictly forbidden to be smashed.
(VII) a lower conduit:
before the guide pipe is used, performing appearance inspection and butt joint inspection on the guide pipe, wherein the length of the guide pipe is configured according to the rotary excavating pile 100;
1. selection of the catheter: before the catheter is used, the catheter must be subjected to appearance inspection and butt inspection.
(1) And (3) appearance inspection: whether the pipe is deformed, dented, bent, damaged or cracked or not is checked, whether the inner wall of the pipe is smooth or not and whether welding slag exists or not is checked for a new pipe, and whether concrete is adhered and solidified or not is checked for an old pipe.
(2) Butt joint inspection: the conduit joint threads should remain good. The connection should be straight and have good concentricity.
The catheter can be put into use after being qualified through the inspection, and the unqualified catheter is forbidden to be used. The length of the guide pipe is required to be equipped according to the depth of the hole, so that the requirements of hole cleaning and concrete pouring are met.
2. Lowering of catheter
The connecting part of the orifice of the conduit is firm, a sealing ring is arranged, and when the conduit is hung, the position is centered, the axis is straight and stable, and the steel bar cage is prevented from being clamped and the wall of the hole is prevented from being scraped.
(eighth) concrete pouring: and pouring concrete according to the pile hole of the rotary digging pile 100.
(ninthly) pulling out the protective sleeve: and after the concrete pouring is finished, pulling out the pile casing.
And (ten) backfilling pile holes: and after the concrete pouring is finished, backfilling the part of the upper part without the concrete by using soil and slag in the field, and after the backfilling is completed, sealing the hole opening of the rotary digging pile 100 by using the concrete again.
The above description is only an alternative embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications and equivalents of the present invention, which are made by the contents of the present specification and the accompanying drawings, or directly/indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (7)
1. A construction method of a rotary excavating pile in a final hole in an boulder is characterized by comprising the following steps:
step 1: obtaining the horizontal projection area of the boulder according to the characteristic value of the bearing capacity of the single pile of the rotary excavating pile and the characteristic value of the bearing capacity of the pile end of the rotary excavating pile;
step 2: obtaining the depth of the rotary excavating pile entering the boulder according to the horizontal projection area of the boulder;
and step 3: and placing the rotary excavating pile in a final hole in the boulder.
2. The construction method of the rotary excavating pile in the final hole in the boulder as recited in claim 1, wherein the step 1 comprises:
setting the characteristic value of the bearing capacity of the single pile of the rotary excavating pile to be Ra, and setting the characteristic value of the bearing capacity of the pile end of the rotary excavating pile to be qpaThe horizontal projection area of the boulder is A P ，A P ≥2.0Ra/qpa。
3. The construction method of the rotary excavating pile in the final hole in the boulder as recited in claim 2, wherein the step 2 comprises:
setting the boulder to be an ellipsoid, setting the horizontal projection length of the boulder to be L, setting the depth of the rotary excavating pile entering the boulder to be H, and setting A P ＝π*(L/2) 2 ；
Taking L as H, and calculating the value range of the depth H of the rotary excavating pile entering the boulder as
4. The construction method of the rotary excavating pile in the final hole in the boulder as claimed in claim 1, characterized in that the construction method further comprises the following steps:
and 4, step 4: and after the construction of the rotary excavating pile is completed, carrying out a compression static load test and a pulling static load test on the rotary excavating pile.
5. The construction method of the rotary excavation pile in the final hole in the boulder as claimed in claim 1, wherein the boulder is in a fully weathered granite rock layer.
6. The construction method of the rotary excavation pile in the final hole in the boulder as claimed in claim 1, wherein the boulder is in a strongly weathered granite rock layer.
7. The construction method of the rotary excavating pile in the final hole in the boulder as recited in claim 1, wherein said step 3 comprises the following steps:
lofting and positioning: before engineering start-up, establishing a measurement control network in a field according to the pile position arrangement condition of the rotary excavating piles, and then measuring and releasing the central point of the pile position of each rotary excavating pile according to the measurement control network;
positioning a rotary digging machine: carrying out rotary digging machine positioning according to the pile position of the rotary digging pile;
embedding a pile casing: burying and positioning the pile casing according to the pile position of the rotary digging pile;
and (3) hole forming by a rotary digging machine: after the pile casing is buried and positioned, drilling by using the rotary excavating machine according to the calculated H;
hole cleaning: after the drilling of the rotary excavating machine is finished, lowering a drill bit of the rotary excavating machine to the bottom of a pile hole of the rotary excavating pile, slowly rotating, and removing residual mud;
manufacturing and placing a reinforcement cage: the reinforcement cage is manufactured in sections on site, section-by-section inspection and acceptance are carried out, the steel reinforcement cage is hung and stored after being qualified, and the steel reinforcement cage is slowly put into a pile hole of the rotary digging pile after being welded;
a lower guide pipe: before the guide pipe is used, performing appearance inspection and butt joint inspection on the guide pipe, wherein the length of the guide pipe is configured according to the rotary excavating pile;
pouring concrete: pouring concrete according to the pile hole of the rotary digging pile;
pulling out the protective sleeve: after the concrete pouring is finished, pulling out the pile casing;
backfilling pile holes: and after the concrete pouring is finished, backfilling the part of which the upper part is not poured with the concrete by using soil and slag in the field, and after the backfilling is completed, sealing the hole opening of the rotary excavating pile again by using the concrete.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210572174.XA CN114808938A (en) | 2022-05-24 | 2022-05-24 | Construction method for rotary digging pile in boulder final hole |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210572174.XA CN114808938A (en) | 2022-05-24 | 2022-05-24 | Construction method for rotary digging pile in boulder final hole |
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| CN114808938A true CN114808938A (en) | 2022-07-29 |
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Cited By (1)
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| CN116163307A (en) * | 2023-02-23 | 2023-05-26 | 华侨大学 | Construction method for pre-drilling core reaming implanted pile for boulder stratum |
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| CN116163307B (en) * | 2023-02-23 | 2024-06-07 | 华侨大学 | Construction method for pre-drilling core reaming implanted pile for boulder stratum |
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