CN109898504B - Construction method of prestressed pipe pile in sand layer or pebble layer - Google Patents
Construction method of prestressed pipe pile in sand layer or pebble layer Download PDFInfo
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- CN109898504B CN109898504B CN201910175192.2A CN201910175192A CN109898504B CN 109898504 B CN109898504 B CN 109898504B CN 201910175192 A CN201910175192 A CN 201910175192A CN 109898504 B CN109898504 B CN 109898504B
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Abstract
The invention discloses a construction method of a prestressed pipe pile in a sand layer or a pebble layer, which solves the problem of weak horizontal shearing resistance of the conventional prestressed pipe pile. Arranging slurry diffusion holes on the pipe wall of the existing prestressed pipe pile; the method comprises the steps of forming holes in a cast iron sealing cover at the top and a cast iron sealing cover at the bottom of a prestressed pipe pile, placing a grouting pipe into the bottom of an inner cavity of the prestressed pipe pile after the prestressed pipe pile is driven into a foundation, binding and hooping a plurality of steel bars with the same specification around the outer side wall of the grouting pipe, enabling the steel bars to enter a cavity of the prestressed pipe pile along with the grouting pipe, using the steel bars as reinforcing ribs in the pipe pile, and grouting 1:1 cement slurry into the grouting pipe, wherein the cement slurry enters a sand layer or a pebble layer around the pipe pile through a slurry diffusion hole on the side wall of the pipe pile to form a cement slurry reinforcing body, so that the problem that the bearing capacity of the sand layer or the pebble layer on the pile body is weak is solved, an up-down integral cement slurry solidification body can be formed between the insides of all pile sections, and the shearing.
Description
Technical Field
The invention relates to a prestressed pipe pile (commonly called PHC pile), in particular to a prestressed pipe pile (PHC pile) which is arranged in a soft foundation stratum such as a sand layer, a pebble layer and the like and can greatly improve horizontal shear resistance.
Background
The pile foundation of the structure is generally arranged on a bedrock bearing stratum; when the bedrock bearing stratum is deep and the pile foundation of the structure cannot reach the bedrock bearing stratum, a prestressed pipe pile (PHC pile) is generally adopted as the pile foundation of the structure; the prestressed pipe Pile (PHC) mainly uses the friction force between the outer wall of the pile body and the soil layer as the bearing capacity of the upper load; in the foundation pit construction, if the pile foundation of a structure can not reach a bedrock bearing stratum and the foundation pit stratum is a soft stratum such as a sand layer or a pebble layer, a standard filling test (namely an SPT test) is generally carried out on the soft foundation to measure a standard penetration number (N); when the soft foundation is a sandy soil layer, the measured value of the standard penetration number (N) is below 30, and when the measured value of the standard penetration number (N) is below 20, the high-density prestressed pipe piles are required to be arranged on the foundation pit stratum so as to enable the foundation pit foundation to meet the requirement of the bearing capacity characteristic value; the existing construction method for laying the high-density prestressed pipe piles has the problems of large using amount of the pipe piles and poor integral bearing capacity, and particularly has the defects of small lateral friction resistance coefficient and weak horizontal shearing resistance among the piles; in addition, all be provided with cast iron sealed lid at the top and the bottom of every prestressing force tube coupling, be in the same place through annular welded connection between the two tube couplings that meet, the bottom cast iron sealed lid of last tube coupling is in the same place through welded connection with the top cast iron sealed lid of next tube coupling promptly, whole prestressing force tubular pile is constituteed in the welded connection in proper order of tube coupling, the cohesion of two adjacent tube couplings is by the ring to the welding seam transfer bearing capacity, when upper and lower two tube couplings received the horizontal shear force effect of equidirectional not, the pile breakage phenomenon appears very easily, the horizontal shear capacity of whole prestressing force tubular pile is relatively weak.
Disclosure of Invention
The invention provides a construction method of a prestressed pipe pile in a sand layer or a pebble layer, which solves the technical problem of weak horizontal shearing resistance of the conventional prestressed pipe pile.
The invention solves the technical problems by the following technical scheme:
the general concept of the invention is: arranging slurry diffusion holes on the pipe wall of the existing prestressed pipe Pile (PHC); the method comprises the steps of forming holes in a cast iron sealing cover at the top and a cast iron sealing cover at the bottom of a prestressed tubular Pile (PHC), placing a grouting pipe into the bottom of an inner cavity of the prestressed tubular pile after the prestressed tubular pile is driven into a foundation, binding and hooping a plurality of steel bars with the same specification around the outer side wall of the grouting pipe, enabling the steel bars to enter a cavity of the prestressed tubular pile along with the grouting pipe, using the steel bars as reinforcing ribs in the tubular pile, and grouting 1:1 cement paste through the grouting pipe, wherein the cement paste enters a sand layer or a pebble layer around the tubular pile through a grout diffusion hole at the side wall of the tubular pile to form a cement paste reinforcing body, so that the problem that the bearing capacity of the sand layer or the pebble layer on a pile body is weak is solved, meanwhile, an up-down integral cement paste solidification body can be formed among pile sections, and the shearing resistance of the whole prestressed tubular pile.
A construction method of a prestressed pipe pile in a sand layer or a pebble layer comprises the following steps:
the method comprises the following steps that firstly, a first section of grouting pipe is taken, a grouting hole is formed in the side wall of the grouting pipe of the first section of grouting pipe, a rubber hoop is sleeved on the grouting hole, an upper sleeving chuck and a lower sleeving chuck are manufactured, an upper steel bar clamping gap is machined on the excircle of the upper sleeving chuck at equal intervals in a radian manner, a lower steel bar clamping gap is machined on the excircle of the lower sleeving chuck at equal intervals in a radian manner, the upper sleeving chuck is sleeved and mounted on the upper portion of the first section of grouting pipe, and the lower sleeving chuck is sleeved and mounted on the lower portion of the first section of grouting pipe;
secondly, clamping a first section of steel bar between an upper clamping gap of the steel bar sleeved with the chuck at the upper part and a lower clamping gap of the steel bar sleeved with the chuck at the lower part, and binding and fixing the four clamped first sections of steel bar and a first section of grouting pipe together by using an upper rubber hoop and a lower rubber hoop;
thirdly, repeating the steps of the first step and the second step to manufacture a plurality of sections of grouting pipes bound with steel bars, fixedly connecting the sections of grouting pipes into a whole, namely welding the sections of grouting pipes into a grouting pipe with the same height as the whole tubular pile, and welding the corresponding steel bars together to form four steel bars with the same height as the whole tubular pile;
fourthly, slurry diffusion holes are processed on the pipe wall of each pile section of the prestressed pipe pile, and the slurry diffusion holes are distributed on the pipe wall in a quincunx shape;
fifthly, hammering the first section of pipe pile into a sand layer of the foundation pit to enable the cast iron sealing cover at the top end of the first section of pipe pile to be exposed on the ground, and then machining a through hole at the top end of the first section of pipe pile on the cast iron sealing cover at the top end;
sixthly, processing a bottom through hole of the second section of pipe pile section on a cast iron sealing cover at the bottom end of the second section of pipe pile section, and welding a bottom cast iron sealing cover of the second section of pipe pile section after the hole is formed on a cast iron sealing cover at the top end of the first section of pipe pile section to enable the bottom through hole of the second section of pipe pile section to be communicated with the top through hole of the first section of pipe pile section;
seventhly, hammering and driving the second section of pipe pile section into a sand layer of the foundation pit to enable the cast iron sealing cover at the top end of the second section of pipe pile section to be exposed out of the ground, and then machining a through hole at the top end of the second section of pipe pile section on the cast iron sealing cover at the top end of the second section of pipe pile section;
eighthly, repeating the sixth step and the seventh step, and driving all the pipe pile sections into a sand layer of the foundation pit in sequence until the driving depth of the whole pipe pile reaches the design depth;
ninth, the grouting pipe bound with the integral steel bar in the third step is placed into the cavity of the whole pipe pile through an upper through hole processed on the cast iron sealing cover at the top end of the pile section of the uppermost pipe pile, so that the lower end pipe orifice of the grouting pipe is placed on the cast iron sealing cover at the bottom end of the pile section of the first pipe pile;
tenth, placing a grouting material hopper on the top port of the grouting pipe, and grouting 1:1 cement slurry into the integral grouting pipe through the grouting pipe, wherein the cement slurry enters the cavity of the pipe pile through the bottom end of the grouting pipe; along with the increase of the pressure in the grouting pipe, the rubber hoop on the grout expanding hole on the side wall of the grouting pipe expands, so that the cement grout is diffused into the cavity of the tubular pile again through the grout expanding hole; after the inner cavity of the prestressed pipe pile is filled with cement slurry, along with the further increase of the pressure of the slurry in the grouting pipe, the cement slurry is diffused into a sandstone layer on the outer side of the pipe pile through slurry diffusion holes on the pile sections of the pipe pile to form a cement slurry solidified body;
step eleven, after grouting, drawing out the grouting pipe; an upper and lower integrated cement column body taking four steel bars as a framework is formed in the inner cavity of the integral tubular pile, and a cement paste solidified body is formed around the outer wall of the tubular pile.
A prestressed pipe pile in a sand layer or a pebble layer comprises a soft foundation pit of the sand layer, a first section of pipe pile section, a first section of grouting pipe and a steel bar, wherein a slurry diffusion hole is processed on the pipe wall of the first section of pipe pile section and is distributed on the pipe wall in a quincunx shape; the upper sleeve chuck and the lower sleeve chuck are sleeved on the first section of grouting pipe, an upper steel bar clamping gap is arranged on the excircle of the upper sleeve chuck at equal intervals in an radian manner, a lower steel bar clamping gap is arranged on the excircle of the lower sleeve chuck at equal intervals in an radian manner, a steel bar is clamped between the upper steel bar clamping gap and the lower steel bar clamping gap, a first section of grouting pipe bound with the steel bar is arranged in the inner cavity of the first section of pipe pile section, the first section of pipe pile section is arranged in a soft foundation pit of a sandy soil layer, cement grout in a ratio of 1:1 is poured in the first section of grouting pipe, an upper and lower integrated cement column body with the steel bar as a framework is formed in the inner cavity of the first section of pipe pile section, and a solidification body is formed around the outer wall of a pipe pile of the first section of pipe pile section.
A grout expanding hole is formed in the side wall of the grouting pipe of the first section of grouting pipe, and a rubber hoop is sleeved on the grout expanding hole; the cast iron sealing cover at the top end of the first section of tubular pile section is provided with a first section of tubular pile section top through hole, the cast iron sealing cover at the bottom end of the second section of tubular pile section is provided with a second section of tubular pile section bottom through hole, the cast iron sealing cover at the top end of the first section of tubular pile section is welded with a second section of tubular pile section, and the second section of tubular pile section bottom through hole is communicated with the first section of tubular pile section top through hole.
The invention solves the defect that the existing tubular pile has weak resistance to transverse shearing force in a sand layer or a pebble layer, and increases the lateral friction force between the pile body of the prestressed tubular pile and the surrounding soil body; the structure of the invention can transmit various forces born by the tubular pile to a sand layer or a pebble layer in time, increases the bending resistance of the section of the tubular pile, and has strong lateral slip resistance, high construction speed, simple process and good quality stability.
Drawings
FIG. 1 is a schematic structural diagram of the present invention;
FIG. 2 is a schematic structural view of a tubular pile section of the present invention;
FIG. 3 is a schematic view of the connection between the grout pipe 6 and the socket chuck according to the present invention;
FIG. 4 is a connection diagram between the grouting pipe and the steel bar according to the present invention;
FIG. 5 is a diagram showing the matching relationship among the pipe piles, the grouting pipes and the steel bars when the grouting is not performed;
FIG. 6 is a schematic structural diagram of the pipe pile, the grouting pipe and the steel bar after grouting;
FIG. 7 is a sectional view taken along line A-A of FIG. 6;
fig. 8 is a schematic structural diagram of a grouting material hopper.
Detailed Description
The invention is described in detail below with reference to the accompanying drawings:
a prestressed pipe pile in a sand layer or a pebble layer comprises a soft foundation pit of the sand layer, a first section of pipe pile section 1, a first section of grouting pipe 6 and a steel bar 12, wherein a pipe wall of the first section of pipe pile section 1 is provided with a slurry diffusion hole 5 in a quincunx shape, and the slurry diffusion hole 5 is arranged on the pipe wall; an upper sleeving chuck 7 and a lower sleeving chuck 9 are sleeved on a first section of grouting pipe 6, an upper steel bar clamping gap 8 is arranged on the outer circle of the upper sleeving chuck 7 at equal intervals in an arc manner, a lower steel bar clamping gap 10 is arranged on the outer circle of the lower sleeving chuck 9 at equal intervals in an arc manner, a steel bar 12 is clamped between the upper steel bar clamping gap 8 and the lower steel bar clamping gap 10, the first section of grouting pipe 6 bound with the steel bar 12 is arranged in the inner cavity of the first section of pipe pile section 1, the first section of pipe pile section 1 is arranged in a soft foundation pit of a sandy soil layer, cement grout 15 with the ratio of 1:1 is poured in the first section of grouting pipe 6, an upper and lower integrated cement column body with the steel bar 12 as a framework is formed in the inner cavity of the first section of pipe pile section, and a solidification body 16 is formed around the outer wall of a pipe pile of the first section of pipe pile section 1; the invention changes the traditional tubular pile sections which are connected together by welding and are hollow into a whole tubular pile which is communicated with each other, and puts a grouting pipe into the cavity of the whole tubular pile, grouting the inner cavity of the tubular pile, and uses the grouting pipe as a support, puts framework reinforcing steel bars into the inner cavity of the tubular pile, and injects cement slurry into the cavity of the tubular pile to form a concretion with a reinforcement framework which is integrated up and down in the tubular pile, thereby increasing the horizontal shearing force resistance of the tubular pile, and the cement slurry is diffused into a sand layer through slurry diffusion holes 5 on the wall of the tubular pile to form a cement slurry body 16 which also has the function of increasing the bearing capacity of the tubular pile.
A grout expanding hole 11 is formed in the side wall of the grout pipe of the first section of grout pipe 6, and a rubber hoop 17 is sleeved on the grout expanding hole 11; be provided with first section tubular pile stake festival top through-hole 4 on the sealed lid 3 of top cast iron of first section tubular pile festival 1, be provided with second section tubular pile festival bottom through-hole on the sealed lid of bottom cast iron of second section tubular pile festival, the welding has second section tubular pile festival on the sealed lid 3 of top cast iron of first section tubular pile festival 1, second section tubular pile festival bottom through-hole is in the same place with first section tubular pile festival top through-hole 4 intercommunication.
A construction method of a prestressed pipe pile in a sand layer or a pebble layer comprises the following steps:
firstly, taking a first section of grouting pipe 6, arranging a grout expanding hole 11 on the side wall of the grouting pipe of the first section of grouting pipe 6, sleeving a rubber hoop 17 on the grout expanding hole 11, manufacturing an upper sleeving chuck 7 and a lower sleeving chuck 9, processing an upper steel bar clamping gap 8 on the excircle of the upper sleeving chuck 7 at equal intervals in radian, processing a lower steel bar clamping gap 10 on the excircle of the lower sleeving chuck 9 at equal intervals in radian, sleeving the upper sleeving chuck 7 on the upper part of the first section of grouting pipe 6, and sleeving the lower sleeving chuck 9 on the lower part of the first section of grouting pipe 6;
secondly, clamping a first section of steel bar 12 between an upper steel bar clamping gap 8 of an upper sleeving chuck 7 and a lower steel bar clamping gap 10 of a lower sleeving chuck 9, and binding and fixing the four clamped first sections of steel bar 12 and a first section of grouting pipe 6 together by using an upper rubber hoop 13 and a lower rubber hoop 14;
thirdly, repeating the steps of the first step and the second step to manufacture a plurality of sections of grouting pipes bound with steel bars, fixedly connecting the sections of grouting pipes into a whole, namely welding the sections of grouting pipes into a grouting pipe with the same height as the whole tubular pile, and welding the corresponding steel bars together to form four steel bars with the same height as the whole tubular pile;
fourthly, slurry diffusion holes 5 are processed on the pipe wall of each pile section of the prestressed pipe pile, and the slurry diffusion holes 5 are distributed on the pipe wall in a quincunx shape;
fifthly, hammering the first section of pipe pile section 1 into a sand layer of the foundation pit to enable the cast iron sealing cover 3 at the top end of the first section of pipe pile section 1 to be exposed on the ground, and then machining a through hole 4 at the top end of the first section of pipe pile section on the cast iron sealing cover 3 at the top end;
sixthly, processing a through hole at the bottom end of the second section of tubular pile section on a cast iron sealing cover at the bottom end of the second section of tubular pile section, and welding a cast iron sealing cover at the bottom end of the second section of tubular pile section after the hole is formed on a cast iron sealing cover 3 at the top end of the first section of tubular pile section 1 to enable the through hole at the bottom end of the second section of tubular pile section to be communicated with the through hole 4 at the top end of the first section of tubular pile section;
seventhly, hammering and driving the second section of pipe pile section into a sand layer of the foundation pit to enable the cast iron sealing cover at the top end of the second section of pipe pile section to be exposed out of the ground, and then machining a through hole at the top end of the second section of pipe pile section on the cast iron sealing cover at the top end of the second section of pipe pile section;
eighthly, repeating the sixth step and the seventh step, and driving all the pipe pile sections into a sand layer of the foundation pit in sequence until the driving depth of the whole pipe pile reaches the design depth;
ninth, the first section of grouting pipe 6 bound with the integral steel bar in the third step is placed into the cavity of the whole pipe pile through an upper through hole processed on the cast iron sealing cover at the top end of the pile section of the uppermost pipe pile, so that the lower end pipe orifice of the first section of grouting pipe 6 is placed on the cast iron sealing cover 2 at the bottom end of the pile section 1 of the first section of pipe pile;
tenth, placing a grouting hopper 18 on the top end port of the first section of grouting pipe 6, and grouting 1:1 cement grout 15 into the integral grouting pipe through the first section of grouting pipe 6, wherein the cement grout 15 enters the cavity of the tubular pile through the bottom end of the first section of grouting pipe 6; along with the increase of the pressure in the first section of grouting pipe 6, the rubber hoop 17 on the grout expanding hole 11 on the side wall of the grouting pipe is expanded, so that the cement grout 15 is diffused into the cavity of the pipe pile again through the grout expanding hole 11; after the inner cavity of the prestressed pipe pile is filled with cement slurry 15, along with the further increase of the slurry pressure in the first section of grouting pipe 6, the cement slurry 15 is diffused into a sandstone layer on the outer side of the pipe pile through the slurry diffusion holes 5 on the pile sections of the pipe pile to form a cement slurry solidified body 16;
step eleven, after grouting, drawing out the first section of grouting pipe 6; an upper and lower integrated cement column body taking four steel bars 12 as a framework is formed in the inner cavity of the integral tubular pile, and a cement paste solidified body 16 is formed around the outer wall of the tubular pile.
Claims (1)
1. A construction method of a prestressed pipe pile in a sand layer or a pebble layer comprises the following steps:
the method comprises the following steps that firstly, a first section of grouting pipe (6) is taken, a grouting hole (11) is formed in the side wall of the grouting pipe of the first section of grouting pipe (6), a rubber hoop (17) is sleeved on the grouting hole (11), an upper sleeving chuck (7) and a lower sleeving chuck (9) are manufactured, an upper steel bar clamping notch (8) is machined on the excircle of the upper sleeving chuck (7) at equal intervals in a radian manner, a lower steel bar clamping notch (10) is machined on the excircle of the lower sleeving chuck (9) at equal intervals in a radian manner, the upper sleeving chuck (7) is sleeved and mounted on the upper portion of the first section of grouting pipe (6), and the lower sleeving chuck (9) is sleeved and mounted on the lower portion of the first section of grouting pipe (6);
secondly, clamping a first section of steel bar (12) between an upper steel bar clamping notch (8) of an upper sleeving chuck (7) and a lower steel bar clamping notch (10) of a lower sleeving chuck (9), and binding and fixing the four clamped first sections of steel bar (12) and a first section of grouting pipe (6) together by using an upper rubber hoop (13) and a lower rubber hoop (14);
thirdly, repeating the steps of the first step and the second step to manufacture a plurality of sections of grouting pipes bound with steel bars, fixedly connecting the sections of grouting pipes into a whole, namely welding the sections of grouting pipes into a grouting pipe with the same height as the whole tubular pile, and welding the corresponding steel bars together to form four steel bars with the same height as the whole tubular pile;
fourthly, slurry diffusion holes (5) are processed on the pipe wall of each pile section of the prestressed pipe pile, and the slurry diffusion holes (5) are distributed on the pipe wall in a quincunx shape;
fifthly, hammering the first section of pipe pile section (1) into a sand layer of the foundation pit to enable a cast iron sealing cover (3) at the top end of the first section of pipe pile section (1) to be exposed on the ground, and then machining a through hole (4) at the top end of the first section of pipe pile section on the cast iron sealing cover (3) at the top end;
sixthly, processing a through hole at the bottom end of the second section of tubular pile section on a cast iron sealing cover at the bottom end of the second section of tubular pile section, and welding a cast iron sealing cover at the bottom end of the second section of tubular pile section after the hole is formed on a cast iron sealing cover (3) at the top end of the first section of tubular pile section (1) to enable the through hole at the bottom end of the second section of tubular pile section to be communicated with the through hole (4) at the top end of the first section of tubular pile section;
seventhly, hammering and driving the second section of pipe pile section into a sand layer of the foundation pit to enable the cast iron sealing cover at the top end of the second section of pipe pile section to be exposed out of the ground, and then machining a through hole at the top end of the second section of pipe pile section on the cast iron sealing cover at the top end of the second section of pipe pile section;
eighthly, repeating the sixth step and the seventh step, and driving all the pipe pile sections into a sand layer of the foundation pit in sequence until the driving depth of the whole pipe pile reaches the design depth;
ninth, the first section of grouting pipe (6) bound with the integral steel bar in the third step is placed into the cavity of the whole pipe pile through an upper through hole processed on the cast iron sealing cover at the top end of the pile section of the uppermost pipe pile, so that the lower end pipe orifice of the first section of grouting pipe (6) is placed on the cast iron sealing cover (2) at the bottom end of the pile section (1) of the first section of pipe pile;
tenth, placing a grouting hopper (18) on a top port of the first section of grouting pipe (6), and grouting 1:1 cement grout (15) into the integral grouting pipe through the first section of grouting pipe (6), wherein the cement grout (15) enters the cavity of the tubular pile through the bottom end of the first section of grouting pipe (6); along with the increase of the pressure in the first section of grouting pipe (6), expanding a rubber hoop (17) on a grout expanding hole (11) on the side wall of the grouting pipe, and enabling the cement grout (15) to be diffused into the cavity of the tubular pile again through the grout expanding hole (11); after the inner cavity of the prestressed pipe pile is filled with cement slurry (15), along with the further increase of the slurry pressure in the first section of grouting pipe (6), the cement slurry (15) is diffused into a sandstone layer on the outer side of the pipe pile through a slurry diffusion hole (5) on the pile section of the pipe pile to form a cement slurry solidified body (16);
step eleven, after grouting, drawing out the first section of grouting pipe (6); an upper and lower integrated cement column body taking four steel bars (12) as a framework is formed in the inner cavity of the integral tubular pile, and a cement paste solidified body (16) is formed around the outer wall of the tubular pile.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910175192.2A CN109898504B (en) | 2019-03-08 | 2019-03-08 | Construction method of prestressed pipe pile in sand layer or pebble layer |
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| CN201910175192.2A CN109898504B (en) | 2019-03-08 | 2019-03-08 | Construction method of prestressed pipe pile in sand layer or pebble layer |
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| CN109898504A CN109898504A (en) | 2019-06-18 |
| CN109898504B true CN109898504B (en) | 2020-08-07 |
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| CN111945703B (en) * | 2020-08-19 | 2021-10-19 | 福建省燕城建设工程有限公司 | Drainage structure for foundation stabilization and drainage method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5586417A (en) * | 1994-11-23 | 1996-12-24 | Henderson; Allan P. | Tensionless pier foundation |
| CN202380461U (en) * | 2011-12-01 | 2012-08-15 | 安徽省交通规划设计研究院 | Anti-seismic prestressed high strength concrete (PHC) pipe pile |
| CN106592587A (en) * | 2017-02-07 | 2017-04-26 | 江苏兴厦建设工程集团有限公司 | Prefabricated PHC tube pile |
| CN207079577U (en) * | 2017-07-04 | 2018-03-09 | 深圳市孺子牛建设工程有限公司 | Pile for prestressed pipe |
-
2019
- 2019-03-08 CN CN201910175192.2A patent/CN109898504B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5586417A (en) * | 1994-11-23 | 1996-12-24 | Henderson; Allan P. | Tensionless pier foundation |
| CN202380461U (en) * | 2011-12-01 | 2012-08-15 | 安徽省交通规划设计研究院 | Anti-seismic prestressed high strength concrete (PHC) pipe pile |
| CN106592587A (en) * | 2017-02-07 | 2017-04-26 | 江苏兴厦建设工程集团有限公司 | Prefabricated PHC tube pile |
| CN207079577U (en) * | 2017-07-04 | 2018-03-09 | 深圳市孺子牛建设工程有限公司 | Pile for prestressed pipe |
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