CN115341533A - Drilling construction method for cast-in-place pile in easily collapsed stratum - Google Patents
Drilling construction method for cast-in-place pile in easily collapsed stratum Download PDFInfo
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- CN115341533A CN115341533A CN202211047982.0A CN202211047982A CN115341533A CN 115341533 A CN115341533 A CN 115341533A CN 202211047982 A CN202211047982 A CN 202211047982A CN 115341533 A CN115341533 A CN 115341533A
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- 238000005553 drilling Methods 0.000 title claims abstract description 55
- 238000010276 construction Methods 0.000 title claims abstract description 46
- 239000004567 concrete Substances 0.000 claims abstract description 72
- 238000000034 method Methods 0.000 claims abstract description 19
- 239000002689 soil Substances 0.000 claims abstract description 18
- 239000004927 clay Substances 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 239000002002 slurry Substances 0.000 abstract description 10
- 239000002893 slag Substances 0.000 abstract description 9
- 230000008569 process Effects 0.000 abstract description 8
- 239000000463 material Substances 0.000 abstract description 3
- 229910000831 Steel Inorganic materials 0.000 description 21
- 239000010959 steel Substances 0.000 description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 230000010412 perfusion Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 229910000514 dolomite Inorganic materials 0.000 description 1
- 239000010459 dolomite Substances 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 230000002262 irrigation Effects 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 239000004576 sand Substances 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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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
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a drilling construction method for a cast-in-place pile in an easily collapsed stratum, which relates to the technical field of pile foundation construction and comprises the steps of putting a pile casing into a pile hole and inserting the bottom of the pile casing into a first distance below the bottom of the pile hole; pouring concrete between the pile casing and the inner wall of the pile hole to a preset height; backfilling muck into the pile casing to a preset height, and pulling the pile casing out of the pile hole; after the concrete is finally set, drilling to a preset depth; and repeating the first step to the fourth step. The invention can reduce the material consumption of the concrete and reduce the cost, and because the slag soil is backfilled in the middle of the concrete, the hardness of the middle part of the concrete retaining wall is lower during the subsequent drilling operation, the drilling efficiency is higher, simultaneously, the working procedure is simple, the operation is easy, the retaining cylinder is not required to be embedded in the pile hole, the retaining cylinder can be repeatedly utilized, the construction cost is lower, and the problems of hole collapse or slurry leakage and the like in the pile foundation construction process can be efficiently solved at low cost.
Description
Technical Field
The invention relates to the technical field of pile foundation construction, in particular to a drilling construction method for a cast-in-place pile in a stratum which is easy to collapse.
Background
During the construction of pile foundation, especially in water-rich loose filling karst area and geological stratum with great water permeability, pile foundation hole collapse or slurry leakage occurs occasionally.
In the prior art, the pile foundation collapse hole or slurry leakage treatment usually adopts a backfilling mode of concrete, bagged clay or rubbles, bagged cement and the like, most of the modes have the problems of large backfilling quantity, high cost, large difficulty in digging out the middle part of a retaining wall and the like, and when water is accumulated in a hole, water is required to be pumped firstly and then the hole is refilled, so that the problems of long construction period, high construction cost and the like exist; and the method for preventing the pile foundation from hole collapse or slurry leakage adopts a mode that the steel pile casing is sunk synchronously along with the drilling depth of the hole to carry out full casing follow-up pore-forming construction, the mode not only has complicated casing follow-up procedures, but also has slow construction period, and for a longer pile foundation, the steel pile casing cannot be effectively taken out for recycling, so that the cost is increased.
Disclosure of Invention
The invention solves the problem of how to efficiently and cost effectively solve the problems of hole collapse or slurry leakage and the like in the pile foundation construction process.
In order to solve the problems, the invention provides a drilling construction method of a cast-in-place pile in a stratum which is easy to collapse, which comprises the following steps:
the method comprises the following steps: placing the pile casing into the pile hole and inserting the casing bottom into the hole bottom for a first distance;
step two: pouring concrete between the pile casing and the inner wall of the pile hole to a preset height;
step three: backfilling muck into the pile casing to the preset height, and pulling out the pile casing from the pile hole;
step four: after the concrete is finally set, drilling to a preset depth;
step five: and repeating the first step to the fourth step.
Further, in the second step, the concrete is poured through a pouring guide pipe, and the pile casing, the pile hole and the pouring guide pipe satisfy that D1 is not more than D-2D, wherein D1 is the diameter of the pile casing, D is the diameter of the pile hole, and D is the diameter of the pouring guide pipe.
Further, in the third step, the muck is backfilled into the casing within a preset time after the concrete is poured to the preset height.
Further, in the third step, the muck is backfilled in sections, the pile casing is pulled out in sections, and the pile casing is pulled out at the first height after the muck at the first height is backfilled.
Further, the first height ranges from 1m to 3m.
Further, a top of the casing is positioned at least a second distance above a mud level within the pile bore.
Further, the preset height is at least a third distance above the stable collapse surface.
Further, repeating said first through fourth steps at least once prior to a fourth distance from the first drilling location.
Further, the muck is one or more of clay, gravel soil and sandy soil.
Further, the concrete is one of C15, C20 and C25 underwater concrete.
Compared with the prior art, the invention has the following beneficial effects:
the pile foundation construction method comprises the steps of inserting the bottom of a pile casing into a first distance below the bottom of a pile hole, pouring concrete between the pile casing and the inner wall of the pile hole to a preset height, forming an annular retaining wall between the inner wall of the pile hole and the outer wall of the pile casing, backfilling muck into the pile casing to the preset height, pulling out the pile casing from the pile hole, supporting the unset concrete through the backfilled muck, enabling the pile casing to keep the original shape, penetrate into an outward easily collapsed stratum and be bonded with the easily collapsed stratum into a whole, embedding the concrete and the backfilled muck into a drilling operation to a preset depth after the concrete is finally solidified, and embedding the concrete and the backfilled muck into the pile hole to reduce the consumption of the concrete and reduce the cost due to the fact that a layer of concrete is attached to the inner wall of the pile hole formed after the penetration and drilling of the concrete, the drilling operation of the inner wall of the pile hole can be completed by repeating the operations.
Drawings
FIG. 1 is a flow chart of a drilling construction method of a cast-in-place pile in a collapse prone stratum in an embodiment of the invention;
FIG. 2 is a schematic diagram of drilling construction of a cast-in-place pile in a collapse prone stratum in the embodiment of the invention;
FIG. 3 is a schematic diagram of a cast-in-place pile for a collapsible formation in another state of drilling construction according to an embodiment of the present invention;
FIG. 4 is a schematic diagram of a cast-in-place pile in a collapse prone stratum under a drilling construction in another state according to an embodiment of the invention;
FIG. 5 is a schematic diagram of a bored concrete pile in a collapsible stratum in accordance with an embodiment of the present invention in a further state;
fig. 6 is a schematic view of the relative positions of the casing and the irrigation conduit in an embodiment of the invention.
Description of the reference numerals:
1. protecting the cylinder; 2. pile holes; 3. concrete; 4. residue soil; 5. the catheter is perfused.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below.
In the description of the present invention, it is to be understood that the terms "first", "second", "third" and "fourth", etc. are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implying any number of indicated technical features. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
In order to solve the above problem, an embodiment of the present invention provides a drilling construction method for a cast-in-place pile in a easily collapsed stratum, including:
the method comprises the following steps: the casing 1 is placed into the pile hole 2 and the bottom of the casing is inserted a first distance below the bottom of the hole.
Specifically, as shown in fig. 1, S1 to S5 correspond to the first step to the fifth step, respectively, in this embodiment, as shown in fig. 2, a portion between a dotted line L1 and a dotted line L1L2 represents a collapse prone stratum, a dotted line L3 represents a stable collapse surface after a collapse hole occurs when the pile hole 2 is drilled to a position of a dotted line L6, a dotted line L4 represents a position where the bottom of the casing 1 is inserted into the bottom of the hole, and a distance between the dotted line L3 and the dotted line L4 is a first distance, and in general, when the concrete 3 is poured between the casing 1 and the inner wall of the pile hole 2, in order to prevent the concrete 3 from returning into the casing 1 from the bottom of the casing 1, the bottom of the casing is inserted into at least 5cm to 10cm below the bottom of the hole according to different geological conditions of the bottom of the hole.
Step two: and pouring concrete 3 between the pile casing 1 and the inner wall of the pile hole 2 to a preset height.
Specifically, as shown in fig. 1 and 2, in the present embodiment, a broken line L3 indicates the upper edge of the stable collapse surface after the collapse occurs when the pile hole 2 is drilled to the position of the broken line L6, and a broken line L5 indicates the position of the upper edge of the concrete 3 at each time of pouring, i.e., the preset height.
Step three: and backfilling muck 4 into the pile casing 1 to a preset height, and pulling the pile casing 1 out of the pile hole 2.
Specifically, as shown in fig. 1 and 3, in the present embodiment, the height of the backfill slag 4 in the casing 1 needs to be consistent with the height of the poured concrete 3, so as to prevent the concrete 3 from collapsing before final setting after the casing 1 is pulled out of the pile hole 2.
It should be noted that the backfilled muck 4 does not need to be higher than a preset height, so as to avoid increasing the earth volume during the subsequent re-drilling.
Step four: and after the concrete 3 is finally set, drilling to a preset depth.
Specifically, as shown in fig. 1 and 4, in this embodiment, the pile casing 1 is pulled out from the pile hole 2, after the concrete 3 is finally set, the concrete retaining wall and the backfilled muck 4 are bonded with the outer collapsible soil layer, and at this time, a layer of concrete mud skin with a thickness of not less than 2cm is adhered to the inner wall of the pile hole 2 formed after the drilling operation, so as to prevent the collapsible soil layer at the position from collapsing again.
Step five: and repeating the first step to the fourth step until the drilling construction of the stratum which is easy to collapse is completed.
Thus, the cylinder bottom of the pile casing 1 is inserted into the position below the hole bottom of the pile hole 2 by a first distance, then concrete 3 is poured between the pile casing 1 and the inner wall of the pile hole 2 to a preset height, the concrete 3 forms an annular retaining wall between the inner wall of the pile hole 2 and the outer wall of the pile casing 1, then muck 4 is backfilled into the pile casing 1 to the preset height, at the moment, the pile casing 1 is pulled out from the pile hole 2, the non-solidified concrete 3 can be supported by the backfilled muck 4, the original shape of the pile casing is kept, the concrete 3 can permeate into an easily collapsed stratum to the outer side and is bonded with the easily collapsed stratum into a whole, after the concrete 3 is finally solidified, the concrete 3 and the backfilled muck 4 are drilled to a preset depth, at the moment, due to the permeation of the concrete 3, the inner wall of the pile hole 2 formed after drilling is adhered with a layer of concrete mud skin, the inner wall of the pile hole 2 can be prevented from collapsing, the drilling construction penetrating through a stratum which is easy to collapse can be completed by repeating the operation, compared with a mode of completely backfilling concrete 3 in the prior art, the material consumption of the concrete 3 can be reduced, the cost is reduced, and the middle of the concrete 3 is backfilled by using the slag soil 4, during subsequent drilling operation, the hardness of the middle part of the concrete retaining wall is lower, the drilling efficiency is higher, meanwhile, compared with a construction mode of forming a hole by following a full retaining cylinder, the process is simple, the operation is easy, the retaining cylinder 1 does not need to be buried in the pile hole 2, the repeated utilization can be realized, the construction cost is lower, and the problems of hole collapse or slurry leakage and the like in the pile foundation construction process can be solved at high efficiency and low cost.
Further, in the second step, the concrete 3 is poured through the pouring guide pipe 5, and the pile casing 1, the pile hole 2 and the pouring guide pipe 5 meet the condition that D1 is not more than D-2D, wherein D1 is the diameter of the pile casing 1, D is the diameter of the pile hole 2, and D is the diameter of the pouring guide pipe 5.
Specifically, as shown in fig. 6, since the underground water layer needs to be penetrated during the drilling construction, and the slurry needs to be replenished into the pile hole 2 in order to facilitate slag tapping and soil layer hardness reduction during the drilling process, in the present embodiment, two grouting pipes 5 are inserted between the casing 1 and the inner wall of the pile hole 2, the grouting pipes 5 are directly inserted into the bottom of the pile hole 2, and the grouting pipes 5 pour the concrete 3 into the pile hole 2 by the pressure difference between the inside and the outside.
Wherein, two perfusion conduits 5 can be arranged at equal intervals along the outer wall of the pile casing 1, in order to make full use of the existing construction equipment and save the construction cost, the perfusion conduits 5 can directly adopt the perfusion conduits 5 used in the perfusion of the bored pile, therefore, the diameter of the pile casing 1 should be smaller than the diameter of the pile hole 2 minus the diameter of the two perfusion conduits 5, namely D1 is less than or equal to D-2D.
Further, in the third step, the muck 4 is backfilled into the casing 1 within a preset time after the concrete 3 is poured to a preset height.
Specifically, in order to prevent the concrete 3 from bonding with the outer wall of the casing 1 after initial setting and increase the friction force when the casing 1 is pulled out, in this embodiment, the slag soil 4 should be backfilled into the casing 1 immediately after the concrete 3 is poured, and the slag soil 4 should be backfilled and the casing 1 should be pulled out before the concrete 3 is initially set, wherein the preset time is the initial setting time of the concrete 3.
Further, in the third step, the muck 4 is backfilled in sections, the protective cylinder 1 is pulled out in sections, after the muck 4 with the first height is backfilled, the protective cylinder 1 is pulled out with the first height, and the value range of the first height is 1m to 3m.
Specifically, in order to prevent the once backfilling volume of the muck 4 from being too large and increase the difficulty in pulling out the casing 1, in the embodiment, the muck 4 is backfilled in a segmented manner, the casing 1 is pulled out by a corresponding height immediately after each section of muck 4 is backfilled, and in the actual construction process, the backfilling height of each car of muck 4 is 1m to 3m due to the difference between the transportation volume of muck cars and the diameter of the pile hole 2, so that in order to save the waiting time, each backfilling car of muck 4 is to be about to pull out the casing 1 by the corresponding height.
Further, the top of the casing 1 is located at least a second distance above the mud level in the pile bore 2.
Specifically, to prevent mud and moisture in pile bore 2 from entering casing 1, the top of casing 1 should be at least a second distance above the mud level after insertion into the bore bottom, the second distance typically being 0.5m.
It should be noted that, as the drill hole goes deep, the length of the casing 1 extending into the pile hole 2 becomes longer and longer, and in order to enable the length of the casing 1 to always meet the requirement that the top of the casing is at least a second distance above the mud surface, the length H of the casing 1 needs to be determined according to the bottom elevation H1 of the easily collapsed stratum and the elevation H2 of the mud surface in the pile hole 2 when the casing 1 is manufactured, the length H of the casing 1 should meet the requirement that H is greater than or equal to (H2-H1) +2m, and under normal conditions, the elevation of the mud surface in the pile hole 2 is the same as the elevation of the underground water line, as shown in fig. 2 to 5, the position of the mud surface in the pile hole 2 is indicated by a dotted line L8.
Further, the preset height is at least a third distance above the stable collapse plane.
Specifically, in the actual construction process, when the pile casing 1 is pulled out and then the hole is drilled again, the upper concrete sheet of the small part of the pile hole 2 sinks after the hole collapse occurs again when the lower layer is drilled, and therefore, in this embodiment, the preset height of the concrete 3 poured into the pile hole 2 each time should be at least a third distance above the stable collapse surface.
Under the normal condition, the upper concrete mud skin sinks by 0.5m to 1m, so that the third distance is 0.5m to 1m, thereby ensuring that the concrete retaining wall poured each time can be well butted with the upper concrete retaining wall, and preventing hole collapse after subsequent drilling.
Further, repeating steps one through four at least once before a fourth distance from the first drilling location.
Specifically, as shown in fig. 4 and 5, since hole collapse occurs at the first drilling position, in order to prevent hole collapse from occurring again and verify the anti-collapse effect of the concrete slab, in the present embodiment, before re-drilling to a fourth distance from the first drilling position, it is necessary to stop drilling and observe and measure, and repeat steps one to four again after confirming normality.
Wherein, as shown in fig. 4 and 5, the broken line L6 represents a first drilling position, the broken line L7 represents a second drilling position, the fourth distance is a distance between the broken lines L6 and L7, and the range of the fourth distance is usually 0.3m to 0.6m, for example 0.5m.
The first drilling position is a drilling position at each occurrence of a hole collapse, and is not a drilling position at the start of drilling work.
Further, the residue soil 4 is one or more of clay, gravel soil and sand, and the concrete 3 is one of C15, C20 and C25 underwater concretes.
In an exemplary embodiment, in order to further understand the technical solution, the drilling construction of the easily collapsed stratum of the P2-8 arch seat pile foundation of the right span of the yun chengjiang to the river highway and the Yu-Dahe bridge is taken as an example for illustration.
Specifically, the P2-8 arch support pile foundation is an end-supported pile with the diameter of 2.2m, the pile length is 47m, the engineering geology where the pile foundation is located sequentially comprises sandy dolomite, silt and a medium-stroke fluidized rock stratum from top to bottom, karst conditions exist locally, unfavorable geology such as small karst caves and karst cracks are hidden at bridge positions, construction noise is high due to the fact that the pile foundation is close to residential areas, the requirement for environmental protection is high, and impact drilling and drilling cannot be used.
The method comprises the steps of manufacturing a steel casing for hole collapse, determining the diameter D1 of an inserted steel casing according to the diameter D of a pile foundation and the diameter D of an underwater concrete pouring guide pipe, determining the length H of the inserted steel casing according to the bottom elevation H1 of a soil layer in a water-rich loose filling type karst area at a pile position and the slurry surface elevation H2 in a hole of a bored pile, wherein the length H of the steel casing is greater than or equal to (H2-H1) +2m, the wall thickness of the steel casing is 10mm to 14mm, the diameter of a right-amplitude arch base pile foundation of a Yudaihe bridge is 2.2m, the wall thickness of the steel casing is 12mm, the diameter of the steel casing is 1.6m, the diameter of the pouring guide pipe is 0.26m, the slurry surface elevation in the hole of the bored pile is +1720m, the bottom elevation of the water-rich loose filling type karst area is between +1714m and +1717m, the repeated utilization of the slurry surface elevation in the construction process of the steel casing is guaranteed, and the length of the steel casing is 8.
Before the steel pile casing is inserted, a hoisting hole is formed in the upper end of the steel pile casing, a steel wire rope is threaded into the hoisting hole, the steel pile casing is inserted, the bottom of the steel pile casing is located below a collapse surface, the top of the steel pile casing is higher than the mud surface in the hole of the bored pile by more than 0.5m, C15 underwater concrete is poured outside the steel pile casing by a conduit method until the distance is 0.5m to 1m above the collapse surface, after the concrete pouring is finished, slag soil is gradually backfilled in the steel pile casing by 1m to 3m according to the quantity of the slag soil of each truck, the steel pile casing is gradually pulled out by 1m to 3m, the operation is repeated, the backfilling of the slag soil in the middle of the steel pile casing is finished, after the concrete is finally set, normal drilling construction is carried out by rotary drilling, due to the effect of the concrete pile foundation, when the hole collapse occurs again, the collapse surface is located below the concrete pile foundation, after the collapse surface is stabilized, the pile foundation collapses gradually, the segments form concrete pile foundation protecting walls, the segments are gradually reduced, the elevation of the pile foundation collapse surface is gradually reduced, and the construction of the foundation is finally carried out, and the construction of the foundation is finally carried out.
Although the present disclosure has been described above, the scope of the present disclosure is not limited thereto. Various changes and modifications may be effected therein by one of ordinary skill in the pertinent art without departing from the spirit and scope of the present disclosure, and these changes and modifications are intended to be within the scope of the present disclosure.
Claims (10)
1. A drilling construction method for a cast-in-place pile in a stratum easy to collapse is characterized by comprising the following steps:
the method comprises the following steps: placing the pile casing (1) into the pile hole (2) and inserting the casing bottom into the position below the hole bottom for a first distance;
step two: pouring concrete (3) between the pile casing (1) and the inner wall of the pile hole (2) to a preset height;
step three: backfilling muck (4) into the pile casing (1) to the preset height, and pulling the pile casing (1) out of the pile hole (2);
step four: after the concrete (3) is finally set, drilling to a preset depth;
step five: and repeating the first step to the fourth step.
2. The easy-to-collapse stratum cast-in-place pile drilling construction method according to claim 1, wherein in the second step, the concrete (3) is poured through a pouring guide pipe (5), and the casing (1), the pile hole (2) and the pouring guide pipe (5) satisfy D1 ≦ D-2D, wherein D1 is the diameter of the casing (1), D is the diameter of the pile hole (2) and D is the diameter of the pouring guide pipe (5).
3. The easy-to-collapse stratum cast-in-place pile drilling construction method according to claim 1, wherein in the third step, the muck (4) is backfilled into the pile casing (1) within a preset time after the concrete (3) is poured to the preset height.
4. The bored pile drilling construction method for the collapse prone stratum according to claim 1, wherein in the third step, the muck (4) is backfilled in sections, the pile casing (1) is pulled out in sections, and after the muck (4) with the first height is backfilled, the pile casing (1) is pulled out with the first height.
5. The method for drilling and constructing the cast-in-place pile in the easily collapsed stratum according to claim 4, wherein the first height ranges from 1m to 3m.
6. A method for bored pile construction in a collapsible formation according to any one of claims 1 to 5, characterized in that the top of the casing (1) is located at least a second distance above the mud level in the pile bore (2).
7. The easy-to-collapse stratum cast-in-place pile drilling construction method according to any one of claims 1 to 5, wherein the preset height is located at least a third distance above a stable collapse surface.
8. A method for bored construction of a bored pile in a stratum liable to collapse according to any one of claims 1 to 5, wherein the steps one to four are repeated at least once before a fourth distance from the first boring position.
9. The easy-to-collapse stratum cast-in-place pile drilling construction method according to any one of claims 1 to 5, wherein the muck (4) is one or more of clay, gravel soil and sandy soil.
10. The easy-to-collapse stratum cast-in-place pile drilling construction method according to any one of claims 1 to 5, wherein the concrete (3) is one of C15, C20 and C25 underwater concrete.
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| CN202211047982.0A CN115341533B (en) | 2022-08-30 | 2022-08-30 | Drilling construction method for easy-collapse stratum cast-in-situ pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116005664A (en) * | 2022-12-23 | 2023-04-25 | 中铁二院工程集团有限责任公司 | Construction method for bored pile foundation, combined steel pile casing and bored pile foundation |
| CN116084388A (en) * | 2023-01-10 | 2023-05-09 | 广州城建职业学院 | The structure and construction method of geological support piles for removing barriers and fixing holes for weak sea-land interactive reclamation |
| CN117851917A (en) * | 2024-01-10 | 2024-04-09 | 中交路桥建设有限公司 | Method for analyzing soil layer distribution by drilling data |
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| CN117851917B (en) * | 2024-01-10 | 2024-07-16 | 中交路桥建设有限公司 | Method for analyzing soil layer distribution based on drilling data |
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