CN107254872B - Prestressed pipe pile bottom floating and fixing sealing device and control method thereof - Google Patents
Prestressed pipe pile bottom floating and fixing sealing device and control method thereof Download PDFInfo
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- CN107254872B CN107254872B CN201710572140.XA CN201710572140A CN107254872B CN 107254872 B CN107254872 B CN 107254872B CN 201710572140 A CN201710572140 A CN 201710572140A CN 107254872 B CN107254872 B CN 107254872B
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- pile
- prestressed pipe
- pile body
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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
- E02D5/24—Prefabricated piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
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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
- E02D5/58—Prestressed concrete piles
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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
- E02D5/72—Pile shoes
Abstract
The invention discloses a pile bottom floating and fixing sealing device for a prestressed pipe pile and a control method of the device. In vast soft clay foundations in the east coastal areas, the prestressed pipe pile is easy to float upwards after the piling work is finished. And after the elevation of the pile foundation is stable, measuring the disengagement length of the pile body and the pile shoe by using a measuring rope by utilizing the inherent sizes of the pile body and the pile shoe, thereby evaluating the floating degree of the pile body. And then cement mortar is poured into reserved holes in the pile shoes to seal gaps generated by floating of the pile body, so that the use safety of the pile foundation is greatly improved on the premise of low cost.
Description
Technical Field
The invention belongs to the field of pile foundation construction, and particularly relates to a pile bottom floating and fixing device for a prestressed pipe pile and a control method of the device.
Background
With the acceleration of urban development, municipal infrastructure, bridges, public and civil buildings are getting larger and larger in scale, and particularly in the southeast coastal areas of China, the soft clay layer is deep, and the bearing capacity of the foundation requires the height of a water rising ship.
The application range of the prestressed pipe pile is wider and wider in recent years, which depends on several advantages: 1) The high-strength steel bars and the concrete are adopted, so that the material and energy consumption are saved; 2) The pile body is manufactured mechanically in an engineering way, so that the quality is guaranteed and the material loss is small; 3) Low cost, convenient transportation, convenient construction, etc. However, the shear resistance and the bending resistance of the prestressed pipe pile are poor. In the construction process, the pile body is easily affected by the soil squeezing effect, and the floating of the pile body is an important expression.
Because the piling speed is too fast, soil body is raised, and the elevation of the driven pile foundation is influenced. The elevation of the pile top can reach more than 30cm, and even the pile is broken.
When the pile body floats upwards, a larger gap exists between the bottom of the pile body and the soil at the pile end, so that the bearing capacity of the pile end cannot be exerted, and an overestimated result is generated on the bearing capacity of the pile foundation. When the large upper load is received, overlarge settlement can occur, and great potential safety hazards exist.
At present, the processing method for the upward floating of the prestressed pipe pile mainly adopts modes of repeated beating, repeated pressing and the like. For example, papers such as PHC pile floating phenomenon and treatment prevention, and "detection and treatment of pile floating caused by soil squeezing effect" control floating of a prestressed pipe pile by a static pressure method and a hammering method, and other control methods such as changing a piling sequence and controlling a piling progress. However, these methods are difficult to ensure the construction quality, have high cost and more time consumption, and are difficult to be widely popularized in the engineering.
Under the background, the invention provides a better solution for the floating problem of the prestressed pipe pile on the principle of low cost and less time consumption.
Disclosure of Invention
In the construction process of the prestressed pipe pile, due to the existence of the soil squeezing effect, the prestressed pipe pile is easy to float upwards and brings great potential safety hazards to the upper structure. The traditional solution method mainly adopts repeated striking and repeated pressing, and has high cost, long time consumption and difficult quality control. The invention adopts a grouting method to eliminate the gap aiming at the bottom gap caused by floating, can more accurately measure the floating amount, overcomes the problem of pile foundation floating with less cost, less time consumption, better effect and less material consumption, and has important engineering significance.
The invention adopts the following specific technical scheme:
the pile bottom floating fixing and sealing device for the prestressed pipe pile comprises a pile shoe and a pile body of the prestressed pipe pile, wherein the pile body is hollow, the pile shoe is divided into an embedded part and a pile tip part which are connected with each other, the embedded part is assembled and fixed in the bottom of an inner cavity of the pile body, the pile tip part is conical, a reserved steel bar matched with the bottom surface of the pile body is annularly arranged on the top surface of a cone and used for connecting the bottom of the pile body, and the maximum diameter of the pile tip part is consistent with the outer diameter of the pipe pile; the embedded part is reserved with axial and radial pore channels, the axial pore channel vertically penetrates through the embedded part, and the radial pore channel is communicated with the axial pore channel and the outer surface of the embedded part and is used for pouring cement mortar into a potential separation gap between the pile body and the pile shoe. In the present invention, the potential separation gap is a gap formed between the pile body and the conical top surface of the pile tip portion during floating, but the gap is not constant and does not exist during driving of the pile body into the ground and before the pile body floats.
Preferably, the depth of the embedded part entering the inner cavity of the pile body is not less than 50cm, so that the embedded part and the pile body are reliably contacted, and smooth grouting is facilitated.
Preferably, the reserved steel bars are connected with the bottom surface of the pile body through welding, bolts or other connection modes.
Preferably, the cross section of the embedded part is consistent with that of the inner cavity of the pile body, and the embedded part is used for ensuring that grout cannot overflow from a gap between the embedded part and the pile body.
Preferably, the duct is formed by a metal or plastic pipe embedded in the embedded portion.
Preferably, the radial pore canal is arranged on the bottom surface of the embedded part connected with the pile tip part or the vicinity of the bottom surface, so that the radial pore canal can perform grouting on any floating gap, and grouting dead corners are avoided.
Preferably, the radial pore canals are uniformly distributed and embedded on the cross section of the bottom of the part, so that the grouting is more uniform.
The invention also aims to provide a pile bottom floating control method of the prestressed pipe pile based on the floating solid sealing device, which comprises the following steps:
step 1: pouring a corresponding pile shoe according to the diameter and the length of a pile body of the designed prestressed pipe pile, reserving a pore channel on the pile shoe during pouring, assembling and fixing an embedded part of the pile shoe into an inner cavity of the pile body, wherein the depth of the embedded part is more than 50cm, and the assembling reliability between the embedded part and the pile body is kept;
and 2, step: tightly connecting pile body with pile shoe, measuring the distance L from pile body top to said embedded portion top 1 ；
And 3, step 3: driving the prestressed pipe pile into a design position to reach a design elevation;
and 4, step 4: after the pile is driven, the top of the pile body is measured again by using the measuring ropeThe distance L of the top of the embedded part 2 Wait for distance value L 2 After stabilization, with L 1 Comparing to obtain the separation distance delta L = L between the pile body and the pile shoe 2 -L 1 (ii) a And when the delta L exceeds a set threshold value, lowering the conveying pipe to the top of the embedded part, and grouting into a separation gap between the pile body and the pile shoe through a reserved hole channel so as to eliminate the influence of floating of the pile bottom.
Preferably, in the grouting process, the grouting speed and the grouting amount need to be controlled, so that the segregation is avoided.
Preferably, the actual grouting amount is not less than the clearance volume formed by the pile body and the separated part of the pile shoe, and generally needs to be multiplied by a safety factor of more than 1.
Compared with the prior art, the invention has the following beneficial effects:
1. the method provides a new solution for eliminating the gap generated by the upward floating of the prestressed pipe pile in the construction process, and compared with the traditional method, the method has the advantages of lower cost, less time consumption, less material consumption and better effect.
2. The method can accurately measure the height of the gap between the pile bottom and the soil layer caused by the floating of the pile foundation, and avoids the errors caused by the expansion and contraction of the pile foundation and the rebound of the soil layer;
3. the method can evaluate the height of the floating gap and determine whether grouting is needed to eliminate the gap;
4. the method can calculate the grouting amount required by theory through parameters such as floating amount, pile shoe hole size and the like, and saves more building materials.
Drawings
The invention is further described below with reference to the accompanying drawings and implementation steps.
FIG. 1 is a sectional view of a complete prestressed pipe pile according to the present invention;
FIG. 2 is a schematic diagram illustrating the floating of the prestressed pipe pile in the present invention;
FIG. 3 is a cross-sectional view of the shoe of the present invention;
FIG. 4 is a top view of the shoe of the present invention;
in the figure: pile body 1, pile shoe 2, gap 3, embedded part 4, pile tip part 5, pore 6 and reserved steel bar 7.
Detailed Description
The invention will be further elucidated and described with reference to the drawings and examples. The technical features of the embodiments of the present invention can be combined correspondingly without mutual conflict.
The complete floating and fixing device for the pile bottom of the prestressed pipe pile is shown in figure 1. The device comprises a pile shoe and a pile body of the prestressed pipe pile, and in the invention, the pile body 1 can adopt a round pile or a square pile, which is not limited herein. The pile body is provided with a hollow inner cavity. As shown in fig. 3, the pile shoe is divided into an insert part 4 and a pile tip part 5 which are connected with each other, and the insert part 4 is assembled and fixed in the bottom of the inner cavity of the pile body 1. The embedded part of the pile shoe 2 needs to have enough height to ensure grouting effect, which is generally obviously larger than that of the common pile shoe, and generally needs not less than 50cm. In the embodiment, the diameter of the embedded part 4 is consistent with the inner diameter of the pile body 1, and is 400mm; the pile body 1 is 10m long, the height of the embedded part 4 is 700mm, the pile tip part is conical, and the maximum diameter is 600mm consistent with the outer diameter of the pile body 1. As shown in fig. 4, the cone top surface of the pile tip part 5 is annularly provided with reserved steel bars 7 matched with the bottom surface of the pile body, and the reserved steel bars can be connected to the bottom of the pile body through welding or bolts and other connection modes, and the steel bars of the part can also supplement and improve the strength after subsequent concrete pouring. As shown in fig. 2, during the floating process of the prestressed pipe pile, the bottom of the pile body 1 is separated from the pile shoe 2 and separated from the conical top surface of the pile tip part 5 to form a floating gap 3. The embedded part is embedded with metal pipes or plastic pipes and the like in advance during pouring to form reserved axial and radial pore channels 6, and grouting can be smoothly poured according to the diameter of the pipeline. The axial hole vertically penetrates the whole embedded part along the axis of the embedded part 4, and the radial hole is communicated with the axial hole and the outer surface of the embedded part. The cross section of the embedded part 4 is consistent with that of the inner cavity of the pile body 1, and the embedded part 4 can block the inner cavity of the pile body 1 after the embedded part 4 and the pile body are assembled, so that slurry enters the pore canal 6 under pressure. The outlet of the radial pore canal is arranged at the bottom surface of the embedded part 4 connected with the pile tip part 5 or slightly higher than the bottom surface, so that cement mortar can be poured into the potential separation gap between the pile body 1 and the pile shoe 2 through the pore canal 6, and as long as the slurry outlet is positioned at the lowest part of the potential separation gap, the floating gap 3 can be eliminated through grouting.
In order to keep the uniformity of grouting, a plurality of radial pore channels can be arranged and are uniformly distributed on the cross section of the bottom of the embedded part at the same included angle.
Based on the floating solid sealing device, the floating control method for the pile bottom of the prestressed pipe pile can be realized, and the method comprises the following steps:
step 1: pouring a corresponding pile shoe 2 according to the diameter (600 mm) and the length (10 m) of a pile body 1 of the designed prestressed pipe pile, wherein a certain pore channel 6 is required to be reserved on the pile shoe 2 during pouring in order to conveniently pour cement mortar subsequently; then, the embedded part of the pile shoe is assembled and fixed in the inner cavity of the pile body, the depth is more than 50cm (actually 700 m), and the diameter is consistent with the inner diameter of the pipe pile (400 mm), so that the reliable contact is ensured;
step 2: tightly connecting the pile body 1 with the reserved steel bars 7 on the pile shoe 2, and measuring the distance L from the pile top to the pile shoe top by using the measuring rope 1 (L 1 ＝L-L 0 ＝9.3m)；
And step 3: driving a prestressed pipe pile body 1 into a design position according to a standard construction method to reach a design elevation;
and 4, step 4: after the pile is driven, the distance from the top of the pile body to the top of the embedded part is measured again, and the distance value is recorded as L after being stabilized 2 . In this example, assuming that the pile bottom clearance Δ L =30mm due to the floating of the pile body 1, L is theoretically measured 2 =9.6m and L 1 Comparing to obtain the disengagement distance delta L = L between the pile body 1 and the pile shoe 2 2 -L 1 And evaluating the floating degree of the pile body 1, and judging that grouting, solid sealing and floating are necessary to generate a gap 3. And if the separation distance delta L of the pile body and the pile shoe exceeds a set threshold value, grouting is needed, otherwise, grouting is not needed. The threshold value may be determined according to a specification or experiment. In this embodiment, Δ L is too large, and thus grouting is required, so that the next step is performed.
And 5: the grouting amount is estimated from the floating amount, and the theoretical grouting amount required in this embodiment is calculated as: v = π (0.3) 2 -0.2 2 ) 0.03=4.7l. Pouring through the reserved hole 6 on the pile shoeCement mortar, for guaranteeing that the grout is enough, the actual grouting volume can be 3 XV =14.1L in this embodiment, and the in-process of slip casting is transferred the conveyer pipe to pile shoe 2 top through pile body 1 inner chamber, pays attention to slip casting speed and grouting volume, avoids the circumstances such as segregation to appear.
After grouting and consolidation, the separation gap 3 between the pile body 1 and the pile shoe 2 is filled with cement mortar, so that the bearing capacity of the pile end can be fully exerted, and the safety of the upper structure is improved.
Aiming at the gap generated by the soil squeezing effect in the construction of the precast tubular pile, the invention provides a new idea, and compared with the traditional re-striking and re-pressing method, the method has the advantages of simple and safe operation, higher efficiency, lower cost, less time consumption and material consumption, wide applicability and great market prospect.
The above-mentioned embodiments are merely preferred embodiments of the present invention, which should not be construed as limiting the invention, and all technical solutions obtained by means of equivalent substitutions or equivalent changes should fall within the scope of the present invention.
Claims (9)
1. A pile bottom floating control method of a prestressed pipe pile based on a pile bottom floating fixing and sealing device of the prestressed pipe pile is characterized in that the pile bottom floating fixing and sealing device of the prestressed pipe pile comprises a pile shoe and a pile body of the prestressed pipe pile, the pile body is hollow, the pile shoe is divided into an embedded part and a pile tip part which are connected with each other, the embedded part is assembled and fixed in the bottom of an inner cavity of the pile body, the pile tip part is conical, reserved steel bars matched with the bottom surface of the pile body are annularly arranged on the conical top surface of the pile tip part and used for connecting the bottom of the pile body, and the maximum diameter of the pile tip part is consistent with the outer diameter of the pipe pile; axial and radial pore channels are reserved in the embedded part, the axial pore channel vertically penetrates through the embedded part, and the radial pore channel is communicated with the axial pore channel and the outer surface of the embedded part and is used for pouring cement mortar into a potential separation gap between the pile body and the pile shoe;
the method for controlling the pile bottom floating of the prestressed pipe pile comprises the following steps:
step 1: pouring a corresponding pile shoe according to the diameter and the length of a pile body of the designed prestressed pipe pile, reserving a pore channel on the pile shoe during pouring, assembling and fixing an embedded part of the pile shoe into an inner cavity of the pile body, wherein the depth of the embedded part is more than 50cm, and the assembling reliability between the embedded part and the pile body is kept;
step 2: tightly connecting the pile body with the reserved steel bars on the pile shoe, and measuring the distance L from the top of the pile body to the top of the embedded part 1 ；
And step 3: driving the prestressed pipe pile into a design position to reach a design elevation;
and 4, step 4: after the pile is driven, the distance L from the top of the pile body to the top of the embedded part is measured again by using the measuring rope 2 Waiting for a distance value L 2 After stabilization, with L 1 Comparing to obtain the separation distance delta L = L between the pile body and the pile shoe 2 -L 1 (ii) a And when the delta L exceeds a set threshold value, lowering the conveying pipe to the top of the embedded part, and grouting into a separation gap between the pile body and the pile shoe through a reserved hole channel so as to eliminate the influence of floating of the pile bottom.
2. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein the depth of the embedded part entering the inner cavity of the pile body is not less than 50cm.
3. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein the reserved steel bar is connected with the bottom surface of the pile body by welding or bolts.
4. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein the cross section of the embedded part is consistent with the cross section of the inner cavity of the pile body.
5. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein said tunnel is formed by embedding a metal pipe or a plastic pipe in an embedding portion.
6. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein the radial hole is provided at or near the bottom surface of the embedded portion connected to the pile tip portion.
7. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein said radial holes are provided in plurality, and are uniformly distributed and embedded on the cross section of the bottom of the portion.
8. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein in the grouting process, the grouting speed and grouting amount need to be controlled to avoid segregation.
9. The pile bottom floating control method of the prestressed pipe pile according to claim 1, wherein the actual grouting amount is not less than a clearance volume formed by a detached portion of the pile body and the pile shoe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710572140.XA CN107254872B (en) | 2017-07-13 | 2017-07-13 | Prestressed pipe pile bottom floating and fixing sealing device and control method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710572140.XA CN107254872B (en) | 2017-07-13 | 2017-07-13 | Prestressed pipe pile bottom floating and fixing sealing device and control method thereof |
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| Publication Number | Publication Date |
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| CN107254872A CN107254872A (en) | 2017-10-17 |
| CN107254872B true CN107254872B (en) | 2023-01-03 |
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Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111042227B (en) * | 2019-12-26 | 2021-04-09 | 淮安市建筑设计研究院有限公司 | Method for enhancing bearing capacity of floating pipe pile |
| CN114808951A (en) * | 2022-02-27 | 2022-07-29 | 上海二十冶建设有限公司 | Method for controlling pipe bottom water burst during construction of prestressed pipe pile |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201762705U (en) * | 2010-08-25 | 2011-03-16 | 张继红 | Prefabricated extruding and expanding pile |
| CN103397632B (en) * | 2013-08-06 | 2016-01-13 | 中国电力工程顾问集团华东电力设计院有限公司 | PHC pile tube and pile-sinking method thereof |
| CN104727309A (en) * | 2015-02-02 | 2015-06-24 | 中国电力工程顾问集团中南电力设计院有限公司 | Construction technology of squeeze-in expanded-base pipe pile |
| CN205617369U (en) * | 2016-05-04 | 2016-10-05 | 中铁二十四局集团江苏工程有限公司 | Shoe of efficient hollow pile |
| CN207047839U (en) * | 2017-07-13 | 2018-02-27 | 浙江大学 | A kind of pile for prestressed pipe stake bottom floating sealing device |
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