CN211713954U - Cast-in-situ bored pile in deep fine sand stratum - Google Patents
Cast-in-situ bored pile in deep fine sand stratum Download PDFInfo
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- CN211713954U CN211713954U CN201922242494.5U CN201922242494U CN211713954U CN 211713954 U CN211713954 U CN 211713954U CN 201922242494 U CN201922242494 U CN 201922242494U CN 211713954 U CN211713954 U CN 211713954U
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Abstract
The utility model provides a drilling bored concrete pile in deep powder fine sand stratum, include: the supporting and protecting cylinder comprises a plurality of jet grouting piles embedded in a fine sand stratum, the upper ends of the jet grouting piles extend into an upper hard stratum above the fine sand stratum, the lower ends of the jet grouting piles extend into a lower hard stratum below the fine sand stratum, a circle of the jet grouting piles is arranged along the circumferential direction of a filling pile, two adjacent jet grouting piles are mutually meshed, and the jet grouting piles surround to form a vertically-through pouring space; and the pile body is poured in the pouring space. The utility model provides a very easily take place downthehole soil layer when having in super deep stratum and carry out the bored concrete pile construction in the fine sand stratum of super thick powder and collapse the problem that leads to the bored concrete pile can't continue to excavate.
Description
Technical Field
The utility model relates to a construction technical field, concretely relates to drilling bored concrete pile in deep powder fine sand stratum.
Background
In some foundation pit constructions, the foundation pit is constructed by an open cut and smooth construction method, and a main body enclosure structure of the foundation pit is provided with a temporary central pillar. The temporary middle upright post comprises a foundation pile at the lower part and a steel column at the upper part. And the foundation pile of the temporary middle upright post is also used as an uplift pile. The foundation pile is a reinforced concrete bored pile, and the pile body concrete strength of the foundation pile is C35. The pile body length of foundation pile is 15m, or 20m respectively, and the stake footpath is 1.5m, and the steel reinforcement cage bottom 0.5m length range of foundation pile makes inwards according to 1: 10 in a collapsed configuration.
The stratum of the foundation pit has an ultra-thick silty-fine sand layer. The components of the super-thick fine sand layer mainly comprise fine sand, and the particles are fine. The particle composition of the ultra-thick fine sand layer is as follows: the grain composition accounts for 40-50% of the grain composition with the grain diameter range of 0.075-0.25 mm, and the grain composition accounts for 35-45% of the grain composition with the grain diameter range of 0.25-0.5 mm. The buried depth of the soil layer is 15.3-29.2 m, the thickness of the fine sand layer is 10-14 m, the fine sand layer is loose in soil quality and poor in cohesive force, and the phenomenon of sand flowing is easily caused under the action of underground water, and the soil layer belongs to I-level soil loosening. When the cast-in-situ bored pile is constructed in the ultra-thick fine sand layer, after the cast-in-situ bored pile is excavated to the ultra-thick fine sand layer, the condition that the soil layer in the hole collapses and the cast-in-situ bored pile cannot be excavated easily occurs due to loose soil quality and poor cohesive force.
SUMMERY OF THE UTILITY MODEL
In order to overcome the defects in the prior art, the cast-in-situ bored pile in the deep fine-ground sand stratum is provided so as to solve the problem that the cast-in-situ bored pile cannot be excavated continuously because the soil layer in the hole is easy to collapse when the cast-in-situ bored pile is constructed in the ultra-deep stratum and the ultra-thick fine-ground sand stratum.
In order to achieve the above object, there is provided a bored pile in a deep silt formation, comprising:
the supporting and protecting cylinder comprises a plurality of jet grouting piles embedded in a fine sand stratum, the upper ends of the jet grouting piles extend into an upper hard stratum above the fine sand stratum, the lower ends of the jet grouting piles extend into a lower hard stratum below the fine sand stratum, a circle of the jet grouting piles is arranged along the circumferential direction of a filling pile, two adjacent jet grouting piles are mutually meshed, and the jet grouting piles surround to form a vertically-through pouring space; and
and the pile body is poured in the pouring space.
Further, the length of the upper end of the jet grouting pile extending into the upper hard stratum above the fine sand stratum is more than or equal to 1 m.
Further, the length of the lower end of the jet grouting pile extending into the lower hard stratum below the fine sand stratum is more than or equal to 1 m.
Further, the distance between the axes of two adjacent jet grouting piles is 500 mm.
Further, the diameter of the jet grouting pile is 600 mm.
Further, the pile body is a reinforced concrete pile body.
The beneficial effects of the utility model reside in that, the utility model discloses a bored concrete pile in deep powder fine sand stratum establishes the round interlock through beating in deep powder fine sand layer and spouts the stake soon and form a space of pouring of pile body that protects a section of thick bamboo in order to form the confession to pour the bored concrete pile, and the pile body is pour in the pore-forming of driling after strutting a section of thick bamboo setting again. Through the supporting role of a supporting cylinder in the fine sand stratum, the soil layer collapse in the pouring space is avoided when drilling, so that the hole wall is effectively protected, and the smooth proceeding of the hole forming and pouring process of the cast-in-situ bored pile is ensured.
Drawings
Fig. 1 is the utility model discloses the structure sketch map of drilling bored concrete pile in the fine sand stratum of deep layer powder.
Fig. 2 is the top view of the bored pile in the deep silt layer of the embodiment of the present invention.
Detailed Description
The following description of the embodiments of the present invention is provided for illustrative purposes, and other advantages and effects of the present invention will be readily apparent to those skilled in the art from the disclosure herein. The present invention can also be implemented or applied through other different specific embodiments, and various details in the present specification can be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention.
Fig. 1 is the utility model discloses the structural schematic of bored concrete pile in the deep fine sand stratum of powder, fig. 2 are the utility model discloses the plan view of bored concrete pile in the deep fine sand stratum of powder.
Referring to fig. 1 and 2, the utility model provides a drilling bored concrete pile in deep silt stratum, include: a supporting cylinder 1 and a pile body 2.
Specifically, the supporting cylinder 1 comprises a plurality of jet grouting piles 11. A plurality of rotary jet piles 11 are buried in the fine sand stratum 3. The upper end of the jet grouting pile 11 extends into the upper hard stratum 4 above the fine sand stratum 3. The lower end of the jet grouting pile 11 extends into the lower hard stratum 5 below the fine sand stratum 3. And a circle of rotary spraying piles 11 are arranged along the circumferential direction of the cast-in-place pile. Two adjacent jet grouting piles 11 are mutually meshed. A plurality of rotary jet piles 11 enclose to form a pouring space which is communicated up and down. The pile body 2 is poured in the pouring space.
The utility model discloses a bored concrete pile in deep powder fine sand stratum establishes round interlock through beating in deep powder fine sand layer and spouts the stake soon and form the space of pouring of a section of thick bamboo in order to form the pile body that supplies to pour the bored concrete pile, and the pile body is pour in the pore-forming of driling after strutting a section of thick bamboo setting again. Through the supporting role of a supporting cylinder in the fine sand stratum, the soil layer collapse in the pouring space is avoided when drilling, so that the hole wall is effectively protected, and the smooth proceeding of the hole forming and pouring process of the cast-in-situ bored pile is ensured.
In a preferred embodiment, the length of the upper end of the jet grouting pile extending into the upper hard stratum above the fine sand stratum is more than or equal to 1 m.
In a preferred embodiment, the length of the lower end of the jet grouting pile extending into the lower hard formation below the fine sand formation is more than or equal to 1 m.
In the embodiment, the diameter of the jet grouting pile is 600mm, and the distance between the axes of two adjacent jet grouting piles is 500 mm.
In the present embodiment, the pile body 11 is a reinforced concrete pile body.
The utility model discloses a construction method of drilling bored concrete pile in deep powder fine sand stratum, including following step:
and S1, preparing in the early stage.
1) And looking up design files and geological survey reports, and verifying the conditions of elevation, thickness, soil property and the like of the fine sand stratum of the cast-in-situ bored pile.
2) And (4) carrying out measurement and setting-out on the position of the tissue pile, investigating the ground condition of a pile hole area and the pre-buried condition of the underground pipeline.
3) Collecting data and analyzing, designing a supporting cylinder for the silty-fine sand stratum, compiling a design drawing, adopting occluded rotary spraying piles along the periphery of a pile hole, wherein the arrangement mode is that the diameter of the rotary spraying piles is 600mm, the distance between the axes of two adjacent rotary spraying piles is 500mm, and the limit range of the pile body length of the rotary spraying piles is 1m range of the upper hard layer and the lower hard layer on the silty-fine sand stratum area.
4) And (3) jet grouting pile parameters: P.O 42.5.5-grade ordinary Portland cement, the cement slurry proportion is 1:1, the cement slurry pressure is 20MPa, the grouting flow is 30-60L/min, the lifting speed is 200mm/min, and the rotating speed is 20 r/min.
5) Before construction, a total station is used for measuring a control point of the construction of the jet grouting pile, after a retest line is qualified, a steel ruler and a measuring line are used for laying a pile position on the spot, and a phi 8mm steel bar is used for nailing tightly, so that the central displacement deviation of a pile hole is ensured to be less than 50 mm.
And S2, drilling.
1) The construction organization mode of the occlusive jet grouting pile adopts a method of sequential construction one by one, an MDL-150D type drilling machine adopts a sectional connecting pipe to drill holes, the drilling depth is verified before the holes are formed, the required amount of a drill rod is calculated, the recording is made in the drilling process, and the final hole depth of the drilled holes is 0.5-1.0 m greater than the open-jet depth.
2) And moving the drilling machine to the hole site of the designed jet grouting pile, so that the drill bit is aligned to the center of the hole site of the jet grouting pile, the deviation between the drilling position of the jet grouting pile and the designed position is not more than 50mm, and the support legs of the drilling machine are leveled to ensure firmness.
3) The perpendicularity of a drill guide frame is controlled by using a method of hanging with a plumb ball on two sides, and the inclination of the guide frame is controlled within the range of less than 1.5 percent.
4) When drilling, a pile position is required to be found, the drill rod is firstly led downwards, the drill bit is in contact with the ground, then the drill rod is rotated, and the drill rod cannot be rocked while rotating.
5) The drilling construction adopts the clear water spraying drilling hole forming operation, and the drilling process is carried out by paying attention to stratum changes at any time and recording the conditions of hole depth, hole collapse, slurry leakage and the like in detail. And after drilling to the designed elevation, determining the depth of the drill bit according to the corresponding count, stopping drilling, stirring the pile bottom in situ for 30 seconds, and starting to lift.
And S3, preparing slurry.
1) When mortar is stirred, water is first added to the barrel, cement is then poured in, the mixer is started to stir for 3 minutes, and the slurry is continuously stirred in the mortar mixer.
2) Before guniting, a valve at the bottom of the stirring barrel is unscrewed, cement slurry flows into a first screen (the aperture is 0.8mm) for filtering and then flows into a slurry pool, then flows into a second screen (the aperture is 0.8mm) through a slurry pump, and flows into the slurry barrel after secondary filtering. The cement slurry is sent into a spray pipe of the rotary vibration drilling machine through a rubber pipe and finally ejected.
And S4, spraying and grouting.
1) When the grouting pipe reaches the designed depth, the nozzle reaches the designed elevation, and then the injection grouting can be carried out from bottom to top. Technicians must constantly check parameters such as slurry initial setting time, grouting flow, pressure, rotation lifting speed and the like and make records.
2) And (5) starting spraying to feed air and cement paste, and starting lifting after the cement paste returns to the orifice to be normal.
3) The sudden pressure drop or sudden pressure increase occurs in the high-pressure jet grouting process, and the reason must be found and processed in time. In the rotary spraying grouting process, the grouting condition is observed, when the grouting amount is less than 20% of the grouting amount, the phenomenon is still normal, and when the grouting amount exceeds 20% or no grouting occurs at all, reasons need to be found out, and corresponding measures are taken.
4) When the jet pipe is disassembled or interrupted due to reasons in the jet process, the drop lapping re-jet is carried out, and the lapping length is not less than 0.1 m.
5) And when the drilled hole is lifted to the designed elevation, stopping jetting, and finishing the construction of the pile body of the jet grouting pile.
And S5, flushing.
After construction, the grouting pipe and other equipment should be flushed clean, no cement slurry can remain in the pipe and the machine, and the slurry is usually changed into water and sprayed on the ground so as to discharge all the cement slurry in the slurry pump, the grouting pipe and the hose.
And S6, moving the machine.
And after the washing is finished, moving the machine to the next hole site for continuous construction.
And S7, maintaining the pile body.
And after the construction of the jet grouting pile is finished, maintaining for more than 7 days to enable the strength of the jet grouting pile to reach 0.5Mpa, and drilling after a columnar knot solid is formed.
And S8, constructing the pile body through drilling and pouring.
It should be noted that the structure, ratio, size and the like shown in the drawings attached to the present specification are only used for matching with the content disclosed in the specification, so as to be known and read by those skilled in the art, and are not used for limiting the limit conditions that the present invention can be implemented, so that the present invention has no technical essential meaning, and any structure modification, ratio relationship change or size adjustment should still fall within the scope that the technical content disclosed in the present invention can cover without affecting the efficacy and the achievable purpose of the present invention. Meanwhile, the terms such as "upper", "lower", "left", "right", "middle" and "one" used in the present specification are for convenience of description, and are not intended to limit the scope of the present invention, and changes or adjustments of the relative relationship thereof may be made without substantial technical changes, and the present invention is also regarded as the scope of the present invention.
The present invention has been described in detail with reference to the embodiments shown in the drawings, and those skilled in the art can make various modifications to the present invention based on the above description. Therefore, certain details of the embodiments should not be construed as limitations of the present invention, which are intended to be limited only by the scope of the appended claims.
Claims (6)
1. A bored pile in a deep silt stratum, characterized by comprising:
the supporting and protecting cylinder comprises a plurality of jet grouting piles embedded in a fine sand stratum, the upper ends of the jet grouting piles extend into an upper hard stratum above the fine sand stratum, the lower ends of the jet grouting piles extend into a lower hard stratum below the fine sand stratum, a circle of the jet grouting piles is arranged along the circumferential direction of a filling pile, two adjacent jet grouting piles are mutually meshed, and the jet grouting piles surround to form a vertically-through pouring space; and
and the pile body is poured in the pouring space.
2. The cast-in-situ bored pile in the deep silty-fine sand formation according to claim 1, wherein the length of the upper end of the jet grouting pile extending into the upper hard formation above the silty-fine sand formation is 1m or more.
3. The cast-in-situ bored pile in the deep silty-fine sand formation according to claim 2, wherein the length of the lower end of the jet grouting pile extending into the lower hard formation below the silty-fine sand formation is 1m or more.
4. The bored pile in a deep silty-fine sand formation according to claim 1, wherein a distance between axes of two adjacent jet grouting piles is 500 mm.
5. The bored pile in a deep silty-fine sand formation according to claim 1, wherein the jet grouting pile has a diameter of 600 mm.
6. The cast-in-situ bored pile in a deep silty-fine sand formation according to claim 1, wherein the pile body is a reinforced concrete pile body.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922242494.5U CN211713954U (en) | 2019-12-13 | 2019-12-13 | Cast-in-situ bored pile in deep fine sand stratum |
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| CN201922242494.5U CN211713954U (en) | 2019-12-13 | 2019-12-13 | Cast-in-situ bored pile in deep fine sand stratum |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114182720A (en) * | 2021-12-10 | 2022-03-15 | 中国华西企业股份有限公司 | Complicated geological soil body reinforcing method based on rotary digging cast-in-place pile |
| CN115030140A (en) * | 2022-05-17 | 2022-09-09 | 中国建筑第二工程局有限公司 | Quicksand layer cast-in-situ bored pile structure and construction method thereof |
| CN115450557A (en) * | 2022-09-20 | 2022-12-09 | 深圳市工勘岩土集团有限公司 | Construction method for prefabricating occlusion guide groove array guide hole of cast-in-place pile for deep stone filling layer |
-
2019
- 2019-12-13 CN CN201922242494.5U patent/CN211713954U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114182720A (en) * | 2021-12-10 | 2022-03-15 | 中国华西企业股份有限公司 | Complicated geological soil body reinforcing method based on rotary digging cast-in-place pile |
| CN115030140A (en) * | 2022-05-17 | 2022-09-09 | 中国建筑第二工程局有限公司 | Quicksand layer cast-in-situ bored pile structure and construction method thereof |
| CN115450557A (en) * | 2022-09-20 | 2022-12-09 | 深圳市工勘岩土集团有限公司 | Construction method for prefabricating occlusion guide groove array guide hole of cast-in-place pile for deep stone filling layer |
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