CN115341533B - Drilling construction method for easy-collapse stratum cast-in-situ pile - Google Patents
Drilling construction method for easy-collapse stratum cast-in-situ pile Download PDFInfo
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- CN115341533B CN115341533B CN202211047982.0A CN202211047982A CN115341533B CN 115341533 B CN115341533 B CN 115341533B CN 202211047982 A CN202211047982 A CN 202211047982A CN 115341533 B CN115341533 B CN 115341533B
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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)
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- Piles And Underground Anchors (AREA)
Abstract
The invention provides a drilling construction method of a cast-in-situ pile in an easy-collapse stratum, which relates to the technical field of pile foundation construction and comprises the steps of placing a pile casing into a pile hole and inserting a 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 dregs in the pile casing to a preset height, and pulling out the pile casing from the pile hole; drilling to a preset depth after the concrete is finally set; repeating the first step to the fourth step. The invention can reduce the material consumption of concrete, reduce the cost, and because the middle of the concrete is backfilled with the dregs, the middle part of the concrete wall is lower in hardness, higher in drilling efficiency, simple in working procedure and easy to operate in the subsequent drilling operation, the pile casing is not required to be embedded into a pile hole, the pile casing 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 effectively 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 stratum cast-in-place pile easy to collapse.
Background
In the pile foundation construction process, particularly in the karst areas filled with loose water and geological layers with large water permeability, pile foundation holes collapse or slurry leakage and other phenomena occur.
In the prior art, the method for treating pile foundation collapse holes or slurry leakage usually adopts backfilling modes such as concrete, bagged clay or sheet stones, bagged cement and the like, and most of the backfilling modes have the problems of large backfilling quantity, high cost, large difficulty in digging out the middle part of the retaining wall and the like, and when water is accumulated in the holes, the problems of long construction period, high engineering cost and the like are also required to be pumped and then refilled; some methods for preventing pile foundation from collapsing holes or leaking slurry adopt a mode of synchronously sinking the steel pile casing along with the drilling depth of the holes to carry out full pile casing follow-up hole forming construction, and the mode is complex in pile casing follow-up procedures and slow in construction period, and for longer pile foundations, the steel pile casing cannot be effectively taken out for recycling, and the cost is increased.
Disclosure of Invention
The invention solves the problems of hole collapse or slurry leakage and the like in the pile foundation construction process with high efficiency and low cost.
In order to solve the problems, the invention provides a drilling construction method of a collapsible stratum cast-in-situ pile, which comprises the following steps:
step one: placing the pile casing into the pile hole and inserting the bottom of the pile casing into the hole for a first distance below the bottom of the hole;
step two: pouring concrete between the pile casing and the inner wall of the pile hole to a preset height;
step three: backfilling dregs in the pile casing to the preset height, and pulling out the pile casing from the pile hole;
step four: drilling to a preset depth after the concrete is finally set;
step five: repeating the first step to the fourth step.
Further, in the second step, the concrete is poured through a pouring guide pipe, the pile casing, the pile hole and the pouring guide pipe satisfy D1-2D, 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 slag soil is backfilled into the casing for 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 after the muck of the first height is backfilled, the pile casing is pulled out of the first height.
Further, the value range of the first height is 1m to 3m.
Further, a top of the casing is located at least a second distance above a mud surface within the pile hole.
Further, the predetermined height is located at least a third distance above the stable collapse surface.
Further, repeating the first to fourth steps at least once before a fourth distance from the first drilling location.
Further, the dregs are one or more of clay, crushed stone soil and sand.
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 casing is characterized in that the pile casing is inserted into the pile hole at a first distance below the bottom of the pile hole, concrete is poured between the pile casing and the inner wall of the pile hole to a preset height, annular protection walls are formed between the inner wall of the pile hole and the outer wall of the pile casing, and then slag is backfilled into the pile casing to the preset height.
Drawings
FIG. 1 is a flow chart of a method for drilling a cast-in-place pile in a collapsible stratum in an embodiment of the invention;
FIG. 2 is a schematic diagram of a drilling construction of a collapsible ground cast-in-place pile in an embodiment of the invention;
FIG. 3 is a schematic view of another state of a cast-in-situ bored pile in a collapsible layer according to an embodiment of the present invention;
FIG. 4 is a schematic view of a collapsible ground cast-in-place pile in yet another state of the present invention;
FIG. 5 is a schematic view of a collapsible ground cast-in-place pile in yet another state of the present invention;
fig. 6 is a schematic diagram of the relative positions of the casing and the perfusion catheter according to an embodiment of the present invention.
Reference numerals illustrate:
1. a protective barrel; 2. pile holes; 3. concrete; 4. slag soil; 5. and (3) pouring the catheter.
Detailed Description
In order that the above objects, features and advantages of the invention will be readily understood, a more particular description of the invention will be rendered by reference to specific embodiments thereof which are illustrated in the appended drawings.
In the description of the present invention, it should 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 implicitly indicating the number of technical features indicated. 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 problems, an embodiment of the present invention provides a method for drilling a cast-in-situ bored pile in a collapsible stratum, including:
step one: the casing 1 is placed in 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 steps one to five, respectively, in this embodiment, as shown in fig. 2, a collapse-prone stratum is indicated between a dotted line L1 and a dotted line L1L2, a dotted line L3 indicates a stable collapse surface after the collapse of the pile hole 2 to a position of a dotted line L6, a dotted line L4 indicates a position of a bottom of the pile hole 1 inserted into the hole bottom, and a distance between the dotted line L3 and the dotted line L4 is a first distance, and in general, in order to prevent the concrete 3 from returning into the pile hole 1 from the bottom of the pile hole 1 when the concrete 3 is poured between the pile hole 1 and the inner wall of the pile hole 2, the bottom is at least 5cm to 10cm below the hole bottom according to different geological conditions of the hole bottom.
Step two: and pouring concrete 3 to a preset height between the pile casing 1 and the inner wall of the pile hole 2.
Specifically, as shown in fig. 1 and 2, in the present embodiment, the dotted 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 dotted line L6, and the dotted line L5 indicates the upper edge position of the poured concrete 3 each time, that is, the preset height.
Step three: backfilling the slag soil 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 this 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 that the concrete 3 can be prevented from collapsing before final setting after the casing 1 is pulled out of the pile hole 2.
It should be noted that the backfilled dregs 4 need not be higher than a preset height, so as to avoid increasing the soil volume during the subsequent re-drilling.
Step four: and (5) drilling to a preset depth after the concrete 3 is finally set.
Specifically, as shown in fig. 1 and 4, in this embodiment, after the pile casing 1 is pulled out from the pile hole 2 and the concrete 3 is finally set, the concrete retaining wall and the backfilled slag soil 4 are bonded with the outer collapsible soil layer, at this time, a layer of concrete mud skin with a thickness of not less than 2cm is attached to the inner wall of the pile hole 2 formed after the drilling operation, so that collapse of the collapsible soil layer at the position can be prevented.
Step five: and repeating the first step to the fourth step until the drilling construction of the easy-collapse stratum is completed.
Like this, through the first distance below inserting the hole bottom of pile casing 1's hole 2, again at pile casing 1 and pile casing 2's inner wall between filling concrete 3 to preset height, concrete 3 forms annular dado between pile casing 2's inner wall and pile casing 1's outer wall, then backfill dregs 4 to preset height in to pile casing 1, extract the pile casing 1 from pile casing 2 this moment and support the concrete 3 that can go on solidifying through the dregs 4 of backfilling, make it keep original shape and outside collapse the stratum infiltration and bond into an organic whole with collapse the stratum, wait after concrete 3 final setting, again to carry out drilling operation to preset depth to concrete 3 and backfill dregs 4, because the infiltration of concrete 3, the pile casing 2 inner wall that forms after the drilling is attached with one deck concrete mud skin, can prevent pile casing 2's inner wall collapse, so the operation can accomplish the drilling construction mode of passing through collapse the stratum, compare in prior art, not only can reduce the pile foundation 3 in addition, and can not only fill in the pile foundation 3, and the cost is reduced, and is lower in the construction process is easy to fill in the pile casing 1, can be used for the subsequent construction, the cost is easy to fill the pile casing 2, the cost is low, and the construction process is easy to be realized, and the cost is easy to be realized, and the construction is easy to fill in the middle of pile casing 1, the construction is easy to be high-efficient, and the construction cost is easy to be easy to fill.
Further, in the second step, the concrete 3 is poured through the pouring conduit 5, and the pile casing 1, the pile hole 2 and the pouring conduit 5 satisfy D1-2D, 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 conduit 5.
Specifically, as shown in fig. 6, since the underground water layer needs to be penetrated in the drilling process, and the slurry needs to be supplemented into the pile hole 2 for convenience of slag tapping and soil hardness reduction in the drilling process, in this embodiment, two pouring conduits 5 are inserted between the casing 1 and the inner wall of the pile hole 2, the pouring conduits 5 are inserted into the bottom of the pile hole 2, and the pouring conduits 5 pour the concrete 3 into the pile hole 2 by the pressure difference between the inside and the outside.
The two grouting ducts 5 can be arranged at equal intervals along the outer wall of the pile casing 1, so that the existing construction equipment is fully utilized, the construction cost is saved, the grouting ducts 5 used in the process of grouting the bored pile can be directly adopted by the grouting ducts 5, and therefore the diameter of the pile casing 1 is smaller than the diameter of the pile hole 2 minus the diameter of the two grouting ducts 5, namely D1 is less than or equal to D-2D.
Further, in step three, the slag 4 is backfilled into the casing 1 for a preset time after the concrete 3 is poured to a preset height.
Specifically, in order to prevent the concrete 3 from binding with the outer wall of the casing 1 after initial setting, the friction force increases when the casing 1 is pulled out, in this embodiment, the slag 4 should be backfilled into the casing 1 immediately after the pouring of the concrete 3 is completed, and the backfilling of the slag 4 and the extraction of the casing 1 are completed before the initial setting of the concrete 3, where the preset time is the initial setting time of the concrete 3.
Further, in the third step, the dregs 4 are backfilled in sections, the protective cylinder 1 is pulled out in sections, and after the dregs 4 at the first height are backfilled, the protective cylinder 1 is pulled out at the first height, and the value range of the first height is 1m to 3m.
Specifically, in order to prevent the amount of the slag soil 4 backfilled once from being too large, and increase the difficulty of pulling out the pile casing 1, in this embodiment, the slag soil 4 is backfilled in a sectional manner, each backfill section of the slag soil 4 immediately pulls out the pile casing 1 to a corresponding height, and in the actual construction process, the height of each truck slag soil 4 which can be backfilled is 1m to 3m due to the different transportation amount of the slag truck and the diameter of the pile hole 2, so that each truck slag soil 4 is about to pull out the pile casing 1 to a corresponding height in order to save waiting time.
Further, the top of casing 1 is located at least a second distance above the mud level in pile hole 2.
Specifically, to prevent mud and moisture from entering the casing 1 in the pile hole 2, the top of the casing 1 should be at least a second distance above the mud level after insertion of the casing into the hole bottom, the second distance typically being 0.5m.
It should be noted that, as the drilling goes deep, the length of the casing 1 extending into the pile hole 2 is longer and longer, so that the length of the casing 1 can always meet the requirement that the top of the casing is higher than the mud surface by at least a second distance, when the casing 1 is manufactured, the length H of the casing 1 needs to be determined according to the bottom elevation H1 of the easy-collapse stratum and the elevation H2 of the mud surface in the pile hole 2, the length H of the casing 1 should meet the requirements that H is greater than or equal to (H2-H1) +2m, and in general, the elevation of the mud surface in the pile hole 2 is the same as the elevation of the groundwater level line, as shown in fig. 2 to 5, and the dashed line L8 indicates the position of the mud surface in the pile hole 2.
Further, the predetermined height is located at least a third distance above the stable collapse surface.
Specifically, in the actual construction process, when drilling is performed again after the casing 1 is pulled out, the upper concrete skin of a small portion of the pile hole 2 will sink after drilling to the lower layer and collapsing again, so in this embodiment, the preset height of each time the pile hole 2 is filled with concrete 3 should be at least a third distance above the stable collapse surface.
Normally, the upper concrete skin will sink 0.5m to 1m, so the third distance is 0.5m to 1m, so that the concrete retaining wall poured each time can be well abutted with the upper concrete retaining wall, and the collapse of holes after subsequent drilling can be prevented.
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 while verifying the anti-collapse effect of the concrete skin, in this embodiment, before re-drilling to a fourth distance from the first drilling position, it is necessary to stop drilling and perform observation and measurement, and repeating steps one to four again after confirming that is normal.
As shown in fig. 4 and 5, the dashed line L6 represents a first drilling position, the dashed line L7 represents a second drilling position, and the fourth distance is a distance between the dashed line L6 and the dashed line L7, and the fourth distance is generally in a range of 0.3m to 0.6m, for example, 0.5m.
The first drilling position refers to a drilling position at each occurrence of hole collapse, and not to a drilling position at the start of a drilling operation.
Further, the slag soil 4 is one or more of clay, gravel soil and sand, and the concrete 3 is one of C15, C20 and C25 underwater concrete.
For convenience of further understanding, the technical scheme is exemplified by drilling construction of a collapse-prone stratum of a pile foundation of a right-width P2-8 arch abutment of a great bridge of a highway jade band river from Chengjiang to Jiangchuan in Yunnan.
Specifically, the pile foundation of the arch abutment P2-8 is an end bearing pile with the diameter of 2.2m, the pile length is 47m, the engineering geology of the pile foundation is sand-containing dolomite, silt and middle-wind rock stratum from top to bottom, the karst condition exists locally, the bad geology such as small karst cave and karst cracks are hidden at the bridge position, the construction noise is high because of approaching a residential area, the environment-friendly requirement is high, and the impact drilling construction cannot be used, so the pile foundation can only be used for rotary drilling construction, the pile foundation is drilled to the position 10m below the pile foundation hole site, the underground water seepage is large, the slurry retaining wall and the chemical slurry agent can be used for protecting the wall, but the hole wall still collapses, the depth of the hole wall collapses is 6m, clay and piece stone clay are adopted after the hole collapse, the hole collapse is again generated in the drilling process, the hole collapse is more serious than the first time, and the following treatment measures are adopted in the construction in order to prevent the hole collapse.
The method comprises the steps of manufacturing a collapse Kong Yonggang pile casing, determining the diameter D1 of the steel pile casing according to the diameter D of a pile foundation and the diameter D of an underwater concrete pouring conduit, wherein the diameter D1 of the steel pile casing is smaller than or equal to D-2D, determining the length H of the steel pile casing according to the bottom elevation H1 of a soil layer of a water-rich loose filling type karst area at a pile position and the elevation H2 of a mud surface in a bored pile hole, wherein the length H of the steel pile casing is larger than or equal to (H2-H1) +2m, the wall thickness of the steel pile casing is 10mm to 14mm, the diameter of a right-width arch pile foundation of a jade river bridge is 2.2m, the wall thickness of the steel pile casing is 12mm, the diameter of the steel pile casing is 1.6m, the diameter of the pouring conduit is 0.26m, the elevation of the mud surface in the bored pile hole is +1720m, the elevation of the soil layer of the water-rich loose filling type karst area is between +1714m and +7m, and the length of the steel pile casing is 8m in order to ensure the recycling of the steel pile casing in all pile foundation construction processes.
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 in 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 a bored pile hole by more than 0.5m, C15 underwater concrete is poured outside the steel pile casing by a conduit method to be 0.5m to 1m above the collapse surface, after the concrete pouring is finished, the slag soil is backfilled for 1m to 3m in sequence gradually according to the quantity of slag soil per car in the steel pile casing, the steel pile casing is pulled out for 1m to 3m gradually, the backfilling of the slag soil in the middle of the steel pile casing is finished repeatedly, after the concrete is finally set up, normal drilling construction is adopted by adopting rotary drilling, due to the action of the concrete pile casing, when the collapse of the hole occurs again, the hole surface is located below the concrete pile casing, the construction is sequentially carried out by repeating the operation until the pile casing section by section, the elevation of the pile casing is lowered until the hole surface is easy to pass through the collapse of the pile casing, and finally, the hole formation can be completed through multiple layers of the hole is formed by the method.
Although the present disclosure is described above, the scope of protection of the present disclosure is not limited thereto. Various changes and modifications may be made by one skilled in the art without departing from the spirit and scope of the disclosure, and these changes and modifications will fall within the scope of the invention.
Claims (10)
1. The drilling construction method of the easy-collapse stratum filling pile is characterized by comprising the following steps of:
step one: placing the pile casing (1) into the pile hole (2) and inserting the bottom of the pile casing into the hole by 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 dregs (4) into the pile casing (1) to the preset height, and pulling out the pile casing (1) from the pile hole (2);
step four: drilling to a preset depth after the concrete (3) is finally set;
step five: repeating the first step to the fourth step.
2. The method according to claim 1, wherein in the second step, the concrete (3) is poured through a pouring conduit (5), the casing (1), the pile hole (2) and the pouring conduit (5) satisfy D1D-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 conduit (5).
3. A method of construction of a collapsible ground cast-in-place pile according to claim 1, characterized in that in step three, the casing (1) is backfilled with the muck (4) for a preset time after the casting of the concrete (3) to the preset height is completed.
4. The method for drilling a cast-in-situ pile in a collapsible stratum according to claim 1, wherein in the third step, the muck (4) is backfilled in sections, the casing (1) is extracted in sections, and the casing (1) is extracted to a first height after backfilling the muck (4) to the first height.
5. The method of claim 4, wherein the first height has a value in the range of 1m to 3m.
6. A method of construction of a collapsible ground bored pile as claimed in any one of claims 1 to 5, characterised in that the top of the casing (1) is located at least a second distance above the mud level in the pile hole (2).
7. A method of constructing a collapsible formation bored pile according to any one of claims 1 to 5, wherein the predetermined height is located at least a third distance above the stable collapse face.
8. A method of constructing a collapsible formation bored pile as claimed in any one of claims 1 to 5, wherein steps one to four are repeated at least once before a fourth distance from the first drilling location.
9. A method of drilling a collapsible ground bored pile according to any one of claims 1 to 5, wherein the muck (4) is one or more of clay, gravel and sand.
10. A method of construction of a collapsible ground cast-in-place pile 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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| Application Number | Priority Date | Filing Date | Title |
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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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| 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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| 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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| CN114351774A (en) * | 2021-12-31 | 2022-04-15 | 安徽省交通规划设计研究总院股份有限公司 | Method for predicting and processing collapsed hole of cast-in-place pile |
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| CN115341533A (en) | 2022-11-15 |
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