CN107268604B - Construction system and construction method of hollow precast pile - Google Patents
Construction system and construction method of hollow precast pile Download PDFInfo
- Publication number
- CN107268604B CN107268604B CN201710682138.8A CN201710682138A CN107268604B CN 107268604 B CN107268604 B CN 107268604B CN 201710682138 A CN201710682138 A CN 201710682138A CN 107268604 B CN107268604 B CN 107268604B
- Authority
- CN
- China
- Prior art keywords
- pile
- push rod
- precast
- precast pile
- sinking
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/04—Guide devices; Guide frames
-
- 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
- E02D5/60—Piles with protecting cases
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction system of a hollow precast pile, which comprises a pile tip, a shielding wall sleeve, a precast pile body with a middle cavity and a push rod arranged in the cavity of the precast pile body from bottom to top. The adjacent two groups of precast pile bodies and the adjacent two groups of push rods are respectively connected with each other; the lower end of the push rod positioned at the lowest end is connected or contacted with the pile tip; the shielding wall sleeve is of a hollow columnar structure, the lower end of the shielding wall sleeve is connected with the pile tip, the upper end of the shielding wall sleeve wraps the lower end of the pile body of the prefabricated pile at the lowest end, and the prefabricated pile can move up and down in the shielding wall sleeve; the push rod at the top end and the upper end of the pile body of the precast pile are subjected to the action of sinking pressure. The second purpose of the invention is to provide a construction method of a hollow precast pile, which utilizes the construction system to separately sink the pile tip and the pile section in the hollow precast pile construction process, realizes the effective separation of the pile end resistance and the side friction resistance in time and space, and constructs a precast pile with larger diameter and/or deeper under the same pile sinking equipment.
Description
Technical Field
The invention relates to the field of hollow precast pile construction, in particular to a construction system and a construction method of a hollow precast pile.
Background
With the development of national economy and the improvement of the living standard of people, the construction requirements of infrastructure such as high-rise buildings, high-speed railways, highway bridges and the like are continuously increased, and pile foundations have the advantages of high bearing capacity and small deformation and become the most commonly adopted foundation structure form of various buildings and structures.
The types of the pile are mainly divided into a precast pile and a cast-in-place pile according to the construction method, and the existing pile sinking method of the precast pile is roughly divided into: hammering, vibration, static pressure, and medium excavation.
The hammering method is a pile sinking construction method which is driven by diesel oil combustion or hydraulic pressure, lifts a hammer body to a certain height to freely fall, impacts a pile top, overcomes the resistance of soil to the pile by using the hammering impact energy, and enables the pile to sink to a preset depth or a bearing stratum; the vibration method is that a high-power electric vibrator (vibration hammer) is utilized, when the pile is sunk, the vibration hammer is arranged on the pile top, the pile body is vibrated at high acceleration by utilizing the high-frequency vibration of the vibration hammer, so that the soil body structure around the pile is changed due to vibration, the strength is reduced, the friction resistance between the pile side and the soil body is reduced, and the pile is sunk into the soil; the static pile pressing method is a pile sinking construction method implemented by using pile pressing equipment of a static pile pressing machine, and using the dead weight of the pile pressing machine and a counter weight on a rack to provide counter force so as to overcome the resistance to penetration in the pile pressing process and press precast piles into a preset depth section by section.
However, the three methods are all completely soil-squeezing in the pile sinking process, and the combined action of the soil body on the side friction resistance and the pile end resistance of the pile foundation is overcome, so that the pile sinking resistance is large, the construction of the long and large precast pile is difficult to complete, and the pile breakage is easy to occur in the pile driving process.
The middle digging method is a method of inserting a special drill bit into the hollow part of a pile and sinking the pile while drilling and taking out soil. According to the method, when a drill bit is close to a bearing stratum, an expansion drill wing is opened through an oil valve, bottom grouting stirring is carried out after a certain depth is drilled in the bearing stratum, the bottom grouting stirring is carried out and is mixed with soil (sand) of the bearing stratum to form an expanded bulbous, and a pile is inserted into the bulbous to form an expanded end, so that the bearing capacity of a single pile is improved.
The pile sinking process is complex, multiple large-scale supporting equipment such as a pile driver, a grouting background, an air compressor, a crawler crane and an excavator are needed on site, and the construction difficulty is high for urban centers with narrow sites and dense surrounding buildings or regions with uneven sites. The foundation pile constructed by the method is a non-soil-squeezing pile, and soil body on the pile side is unloaded and disturbed due to the fact that soil is taken out through rotary drilling, so that pile side pressure and pile side resistance after pile forming are greatly attenuated, and the bearing capacity of the pile is difficult to guarantee.
Therefore, the construction system and the construction method of the hollow precast pile need to be improved, so that the bearing capacity and the quality of the precast pile are reliable, the construction efficiency is high, the construction method can adapt to the construction of precast piles with various lengths and diameters, and the construction method has important significance and wide application prospect.
Disclosure of Invention
The invention aims to provide a construction system and a construction method of a hollow precast pile, which aim to overcome the defects of a plurality of pile sinking methods in the prior art and finish the construction of a long hollow precast pile with high bearing capacity by utilizing the existing pile sinking equipment.
In order to achieve the purpose, the invention provides a construction system of a hollow precast pile, which is used for constructing the hollow precast pile so as to overcome the defects of a plurality of pile sinking methods in the prior art and complete the construction of the long hollow precast pile with high bearing capacity by using the existing pile sinking equipment.
In order to achieve the above object, the present invention provides a construction system of a hollow precast pile, including a push part;
the pushing part comprises a pile tip, a shielding arm sleeve and a connecting part which are arranged from bottom to top, the connecting part comprises N groups of connecting single pieces which are arranged from top to bottom, and N is a natural number which is more than or equal to 2;
the connecting single piece comprises a precast pile body and a push rod which are subjected to sinking pressure to realize the sinking, and the sinking pressure acts on the push rod in the uppermost connecting single piece and the upper end of the precast pile body; the precast pile bodies are of a structure with a cavity in the middle, and two groups of precast pile bodies which are adjacently arranged are mutually connected; the push rod in the same connecting single piece penetrates through the cavity of the corresponding precast pile body; the lower end of the push rod in the connecting single piece positioned at the lowest end is connected or contacted with the pile tip, the lower end of the push rod in the ith group of connecting single pieces is connected with the upper end of the push rod in the (i-1) th group of connecting single pieces, and i is a natural number which is more than or equal to 2 and less than or equal to N;
the shielding wall sleeve is of a hollow cylindrical structure, the lower end of the shielding wall sleeve is connected with the pile tip, the upper end of the shielding wall sleeve wraps the lower end of the precast pile body in the connecting single piece at the lowest end, and the precast pile body can move up and down in the shielding wall sleeve.
Particularly, the pile tip is of an inverted conical structure; the lower end of the push rod in the connecting single piece positioned at the lowest end is detachably connected with the upper end part of the pile tip. The push rod can be extracted and recovered in sections after construction is finished.
In particular, the interior dimension of the shielding wall sleeve is no greater than the exterior dimension of the upper surface of the toe; the height of the shielding wall sleeve is 1-2 times of the pile diameter of the precast pile, and the inner dimension of the shielding wall sleeve is 0.01-1cm larger than the outer dimension of the pile body of the precast pile. The shielding arm sleeve can not be too long or too short, and the best construction effect can not be achieved if the shielding arm sleeve is too long; too short results in too small a length for each construction, which is too time-consuming.
Particularly, be provided with four at least location banks on the cavity inner wall of precast pile body one end, the location bank is followed cavity inner wall circumference sets up, the location bank is used for spacing and fixed the push rod prevents the push rod is in dislocation and unstability in the cavity of precast pile body.
Particularly, the thickness of the positioning threshold is 5mm-10mm, the height of the positioning threshold is not less than 30mm, and an area defined by the positioning threshold along the circumferential direction of the inner wall of the cavity is in a horn shape with a large upper part and a small lower part, so that the push rod can be accurately pushed into the area to be fixed and limited. The positioning ridge cannot be too thick, and if the positioning ridge is too thick, the size of the push rod can be influenced, so that the stability and rigidity of the push rod per se cannot meet the requirements of construction; the positioning threshold cannot be too low, and the too low positioning threshold can influence the positioning and stabilizing effects of the push rod.
Particularly, a first threaded connector and a second threaded connector are respectively arranged at two ends of each push rod, and the two adjacent groups of push rods are connected in a matched mode through the first threaded connectors and the second threaded connectors. Through threaded connection, be convenient for construct and dismantle, save time.
Particularly, two groups of the precast pile bodies which are adjacently arranged are connected through a flange plate. The prefabricated pile body is firm in structure and simple and convenient to construct due to the fact that the flange plates are connected.
A construction method of a construction system adopting the hollow precast pile at least comprises the following steps:
step A, pile sinking equipment is adopted to sink the pile tip into the soil through a push rod independently, and the stroke of sinking the push rod once is not more than the net height of the shielding wall sleeve;
step B, independently sinking the precast pile body into the soil, wherein the stroke of the precast pile body is not more than that of the push rod;
and C, repeating the step A and the step B until the bottom of the pile tip reaches the design depth.
In particular, step a1 is further included before step a, wherein step a1 is to push a set of precast pile bodies and pile tips into the soil simultaneously with the pile sinking apparatus, and step a1 is repeated until the pile sinking apparatus reaches the maximum sinking power. The prefabricated pile body is subjected to the resistance of the pile tip and the pile side, namely when the total resistance of the pile side and the pile tip reaches a certain value, the pile is difficult to drive integrally at the maximum power of pile sinking equipment.
The technical scheme of the invention has the following beneficial effects:
1. the construction system can ensure the verticality of the pile tip in the sinking process by utilizing the matching of the positioning ridge and the push rod.
2. The construction system adopts the matching of the push rod and the shielding arm sleeve to carry out the internal pushing type pile sinking, the sinking depth of the pile foundation is certain each time, the length of the pile body of the hollow precast pile and the number of pipe joints can be calculated according to the designed pile length before the construction, and the pile sinking to the designed elevation can be effectively ensured.
3. Because the pile body of the precast pile is subjected to the resistance of the pile tip and the pile side simultaneously in the construction process, when the total resistance of the pile side and the pile tip reaches a certain value, the pile is difficult to be integrally driven with the maximum power of the pile sinking equipment.
The prior art mainly changes the structure greatly, for example, the pile tip is made into a spiral sawtooth shape to carry out rotary earth drilling construction or hollow excavation, the construction process is more complicated, and the method or the structure in the prior art needs to overcome the pile end resistance and the pile side resistance simultaneously.
4. The construction system does not need to take soil and drill holes in the pile sinking process, no slurry overflows, and the construction method is environment-friendly.
5. The construction method overcomes the defects of the attenuation of the pile side resistance of the pile formed by the middle digging method and the difficult guarantee of the bearing performance of the pile, the bearing capacity of the formed pile is basically consistent with that of the pile formed by the traditional precast pile construction method, and the construction method has the advantages of low cost, high construction efficiency, environmental protection and good social and economic benefits.
In addition to the above-described objects, features and advantages, the present invention has other objects, features and advantages. The present invention will be described in further detail below with reference to the drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
In the drawings:
fig. 1 is a schematic view of a construction system of a hollow precast pile according to embodiments 1 and 2;
FIG. 2 is a schematic view showing the structure and connection of the push rod in examples 1 and 2;
FIG. 3 is a cross-sectional view taken along line 1-1 of FIG. 1;
reference numerals are as follows:
1. the pile comprises a cavity, 2, a precast pile body, 3, a push rod, 4, a positioning ridge, 5, a shielding arm sleeve, 6, a pile tip, 7, a first threaded joint, 8, a second threaded joint, 9 and sinking and pressing equipment.
Detailed Description
Embodiments of the invention will be described in detail below with reference to the drawings, but the invention can be implemented in many different ways as defined and covered by the claims.
Example 1
Detailed description referring to fig. 1-3, a construction system for a hollow precast pile includes a push part and a sinking part; the pressing part comprises pressing equipment 9 for providing pressing force for the pushing part (when a longer precast pile needs to be constructed, a connector is also arranged between the pressing equipment and the pile body of the precast pile and the push rod for protecting the pile body from being damaged); the pushing part comprises a pile tip 6, a shielding arm sleeve 5 and a connecting part which are arranged from bottom to top, wherein the connecting part comprises N groups of connecting single pieces which are arranged from top to bottom, and N is a natural number greater than or equal to the number of the connecting single pieces.
The connecting single piece comprises a precast pile body 2 and a push rod 3, wherein the precast pile body 2 and the push rod 3 are subjected to sinking pressure provided by a sinking pressure part to realize sinking, the precast pile body is of a structure with a cavity 1 in the middle, and two adjacent precast pile bodies are connected with each other through a flange plate.
The push rod in the same connecting single piece penetrates through the cavity of the corresponding precast pile body; the push rod both ends are provided with first screwed joint 7 and second screwed joint 8 respectively, the ith group connect in the singleton the lower extreme and the ith-1 group of push rod connect in the singleton the upper end of push rod pass through first screwed joint with second screwed joint connects, i is more than or equal to 2 less than or equal to N's natural number, is located the top connect in the singleton the push rod with the upper end of precast pile body is connected with the heavy stake equipment that provides the pressure of sinking.
The pile tip is of an inverted conical structure; the lower end of the push rod in the connecting single piece positioned at the lowest end is detachably connected or contacted with the upper end part of the pile tip.
The shielding wall sleeve is of a hollow cylindrical structure, the lower end of the shielding wall sleeve is connected with the pile tip, and the inner size of the shielding wall sleeve is not larger than the outer size of the upper surface of the pile tip; the height of the shielding wall sleeve is 1-2 times of the pile diameter of the precast pile, the upper end of the shielding wall sleeve wraps the lower end of the precast pile body in the connecting single piece at the lowermost end, and the inner dimension of the shielding wall sleeve is 0.01-1cm larger than the outer dimension of the precast pile body, so that the precast pile body can move up and down in the shielding wall sleeve.
The prefabricated pile comprises a prefabricated pile body and is characterized in that four positioning ridges 4 are arranged on the inner wall of a cavity at one end of the prefabricated pile body, the positioning ridges are arranged along the circumferential direction of the inner wall of the cavity, the thickness of each positioning ridge is 5-10 mm, the height of each positioning ridge is not less than 30mm, and the positioning ridges are in a horn shape with a large upper part and a small lower part along the region surrounded by the circumferential direction of the inner wall of the cavity, so that the push rod can be accurately pushed into the region to be fixed and limited, and the push rod is prevented from being positioned and unstable in the cavity of the prefabricated pile body.
The construction method by using the construction system of the hollow precast pile comprises the following steps:
the method comprises the following steps of firstly, re-measuring the pile position, and positioning the coordinates of the center point of the pile sinking position by using a total station.
Moving pile sinking equipment to a pile sinking position; the pile tip with the shielding wall sleeve is sleeved with the precast pile body at the lowest end, and then the push rod is inserted into the cavity of the precast pile body at the lowest end and clamped among the four positioning ridges, so that the positioning ridges can effectively limit the deviation of the push rod and improve the buckling stability; and (3) correcting the perpendicularity of the precast pile body to ensure that the precast pile body is vertically embedded into the soil, and then pressing a group of precast pile bodies, the arranged push rods and the pile tips into the soil by adopting pile sinking equipment.
And step three, respectively connecting the bottom surfaces of the second section of precast pile body and the push rod with the buried lowermost precast pile body and the top surface of the push rod by using a flange plate and a threaded joint, and then sinking the second section of precast pile body, the lowermost precast pile body, the push rod and the pile tip into the soil by using pile sinking equipment.
And step four, repeating the step three until the pile sinking equipment reaches the maximum sinking power. The prefabricated pile body is subjected to the resistance of the pile tip and the pile side, namely when the total resistance of the pile side and the pile tip reaches a certain value, the pile is difficult to be driven integrally at the maximum power of pile sinking equipment.
Step five, adopting pile sinking equipment to sink the pile tip into the soil through a push rod independently, wherein the stroke of sinking the push rod once is equal to the net height of the shielding wall sleeve; then separately sinking the precast pile body into the soil, wherein the stroke of the precast pile body is equal to that of the push rod; when the bottom of the hollow precast tubular pile body contacts with the top surface of the pile tip, the pushing is stopped, and the protective wall sleeve is ensured not to be separated from the hollow precast tubular pile body.
In the fifth step, the pile tip is sunk firstly, and only the resistance of the pile tip needs to be overcome; the pile body is then lowered, at which point only the pile side resistance needs to be overcome, so that this step effectively separates the pile tip from the pile side resistance, thereby allowing the pile sinking apparatus to drive larger or longer piles.
And step six, repeating the step five, ensuring that the shielding wall sleeve is not separated from the end surface of the pile body of the first section of the precast pile until the bottom of the pile tip reaches the designed depth, extracting the push rod section by section, and disassembling and recovering to finish the construction of pile sinking.
Example 2
The construction system of the precast pile in the embodiment is the same as that in the embodiment 1, and the construction method of the embodiment is different from that in the embodiment 1 in that the third step and the fourth step are not adopted, and the fifth step is directly adopted to carry out pile sinking from the beginning of construction until the bottom of the pile tip reaches the design depth.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (6)
1. A construction system of a hollow precast pile is characterized by comprising a pushing part;
the pushing part comprises a pile tip, a shielding wall sleeve and a connecting part which are arranged from bottom to top, the connecting part comprises N groups of connecting single pieces which are arranged from top to bottom, and N is a natural number more than or equal to 2;
the connecting single piece comprises a precast pile body and a push rod which are subjected to sinking pressure to realize the sinking, and the sinking pressure acts on the push rod in the uppermost connecting single piece and the upper end of the precast pile body; the precast pile bodies are of a structure with a cavity in the middle, and two groups of precast pile bodies which are adjacently arranged are mutually connected; the push rod in the same connecting single piece penetrates through the cavity of the corresponding precast pile body; the lower end of the push rod in the connecting single piece positioned at the lowest end is connected or contacted with the pile tip, the lower end of the push rod in the ith group of connecting single pieces is connected with the upper end of the push rod in the (i-1) th group of connecting single pieces, and i is a natural number which is more than or equal to 2 and less than or equal to N;
the shielding wall sleeve is of a hollow cylindrical structure, the lower end of the shielding wall sleeve is connected with the pile tip, the upper end of the shielding wall sleeve wraps the lower end of the precast pile body in the connecting single piece at the lowest end, and the precast pile body can move up and down in the shielding wall sleeve;
at least four positioning ridges are arranged on the inner wall of the cavity at one end of the precast pile body, the positioning ridges are circumferentially arranged along the inner wall of the cavity, and the positioning ridges are used for limiting and fixing the push rod to prevent the push rod from deviating and destabilizing in the cavity of the precast pile body;
the thickness of the positioning ridge is 5mm-10mm, the height of the positioning ridge is not less than 30mm, and a region defined by the positioning ridge along the circumferential direction of the inner wall of the cavity is in a horn shape with a large upper part and a small lower part, so that the push rod can be accurately pushed into the region to be fixed and limited;
the two ends of the push rod are respectively provided with a first threaded joint and a second threaded joint, and the two adjacent push rods are connected in a matching mode through the first threaded joints and the second threaded joints.
2. The system as claimed in claim 1, wherein the pile tip is an inverted cone-shaped structure; the lower end of the push rod in the connecting single piece positioned at the lowermost end is detachably connected with the upper end part of the pile tip.
3. A construction system for a hollow precast pile according to claim 1, wherein the inner dimension of the shield wall sheath is not larger than the outer dimension of the upper surface of the pile tip; the height of the shielding wall sleeve is 1-2 times of the diameter of the precast pile, and the inner size of the shielding wall sleeve is 0.01-1cm larger than the outer size of the pile body of the precast pile.
4. The system for constructing a hollow precast pile according to claim 1, wherein the pile bodies of two adjacent precast piles are connected by a flange.
5. A construction method using a construction system for a hollow precast pile according to any one of claims 1 to 4, comprising at least the steps of:
step A, pile sinking equipment is adopted to sink the pile tip into the soil through a push rod independently, and the stroke of sinking the push rod once is not more than the net height of the shielding wall sleeve;
step B, independently sinking the precast pile body into the soil, wherein the stroke of the precast pile body is not more than that of the push rod;
and C, repeating the step A and the step B until the bottom of the pile tip reaches the design depth.
6. The method of claim 5, further comprising a step A1 before the step A, wherein the step A1 is to use a pile sinking apparatus to push the pile body, the pushing rod and the pile tip of the precast pile into the soil simultaneously, and repeat the step A1 until the pile sinking apparatus reaches the maximum sinking power.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710682138.8A CN107268604B (en) | 2017-08-10 | 2017-08-10 | Construction system and construction method of hollow precast pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710682138.8A CN107268604B (en) | 2017-08-10 | 2017-08-10 | Construction system and construction method of hollow precast pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107268604A CN107268604A (en) | 2017-10-20 |
| CN107268604B true CN107268604B (en) | 2022-08-19 |
Family
ID=60080216
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710682138.8A Active CN107268604B (en) | 2017-08-10 | 2017-08-10 | Construction system and construction method of hollow precast pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107268604B (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109024566A (en) * | 2018-08-28 | 2018-12-18 | 毕建宏 | Interior piling and its construction method and device |
| CN109024562B (en) * | 2018-10-29 | 2024-03-15 | 中南大学 | Graded-propulsion large-diameter long prefabricated pipe pile and construction method thereof |
| CN109778848B (en) * | 2019-03-27 | 2020-07-31 | 陇东学院 | Detachable foundation pile for civil engineering |
| CN113091717B (en) * | 2021-02-26 | 2022-05-31 | 中国市政工程中南设计研究总院有限公司 | Device for lofting piles in highway |
| CN113202085B (en) * | 2021-05-24 | 2022-11-22 | 中铁上海设计院集团有限公司 | Precast pile construction method for soft soil area |
| CN114108676B (en) * | 2021-12-08 | 2023-03-24 | 中煤浙江基础建设有限公司 | Connection structure of composite steel pipe pile and bearing platform |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1048574A (en) * | 1989-06-22 | 1991-01-16 | 李渊河 | Building basement construction pile-driving method and pile device |
| JP2003206533A (en) * | 2002-01-15 | 2003-07-25 | Shimizu Corp | Construction method of pile |
| JP2009046832A (en) * | 2007-08-16 | 2009-03-05 | Kyushu Piling:Kk | Pile device for foundation, vertical connecting means for use in it, and method for driving and installing foundation pile |
| CN101736744A (en) * | 2009-12-25 | 2010-06-16 | 张子良 | Self-balancing sinking large-diameter tubular pile and construction method thereof |
| CN101793027A (en) * | 2010-04-02 | 2010-08-04 | 孔超 | Core-grouted static pressure anchor rod pile |
| CN205134308U (en) * | 2015-07-31 | 2016-04-06 | 瀚川基业（北京）科技有限公司 | Revolve and twist piling bar that creeps into |
| CN206328747U (en) * | 2016-12-29 | 2017-07-14 | 温州设计集团有限公司 | A kind of bolted precast square pile |
| CN207047834U (en) * | 2017-08-10 | 2018-02-27 | 中南大学 | A kind of construction system of hollow preformed pile |
-
2017
- 2017-08-10 CN CN201710682138.8A patent/CN107268604B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1048574A (en) * | 1989-06-22 | 1991-01-16 | 李渊河 | Building basement construction pile-driving method and pile device |
| JP2003206533A (en) * | 2002-01-15 | 2003-07-25 | Shimizu Corp | Construction method of pile |
| JP2009046832A (en) * | 2007-08-16 | 2009-03-05 | Kyushu Piling:Kk | Pile device for foundation, vertical connecting means for use in it, and method for driving and installing foundation pile |
| CN101736744A (en) * | 2009-12-25 | 2010-06-16 | 张子良 | Self-balancing sinking large-diameter tubular pile and construction method thereof |
| CN101793027A (en) * | 2010-04-02 | 2010-08-04 | 孔超 | Core-grouted static pressure anchor rod pile |
| CN205134308U (en) * | 2015-07-31 | 2016-04-06 | 瀚川基业（北京）科技有限公司 | Revolve and twist piling bar that creeps into |
| CN206328747U (en) * | 2016-12-29 | 2017-07-14 | 温州设计集团有限公司 | A kind of bolted precast square pile |
| CN207047834U (en) * | 2017-08-10 | 2018-02-27 | 中南大学 | A kind of construction system of hollow preformed pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107268604A (en) | 2017-10-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107268604B (en) | Construction system and construction method of hollow precast pile | |
| CN104947690B (en) | Grooving construction method for embedding underground continuous wall into rock | |
| CN101974905B (en) | Pile-embedding method for hollow pile and auger drill for implementing same | |
| CN108487231B (en) | Snowflake type steel sheet pile and processing method thereof | |
| CN102383431A (en) | Sinking device and novel sinking method of center dug prestressed centrifuge pipe pile (square pile) | |
| CN109024562A (en) | A kind of long prefabricated tubular pile of major diameter and its construction method of classification propulsion | |
| CN111206596B (en) | Deep foundation pit slope support anchor rod, support structure and construction method | |
| CN207047834U (en) | A kind of construction system of hollow preformed pile | |
| CN101649611A (en) | Wing-added hole-expanding pile and wing-added hole expander | |
| CN205116168U (en) | End grout static pressure tubular pile construction equipment is expanded in drilling | |
| CN104805830B (en) | Non-shot rock uplift pile construction method | |
| CN111424675A (en) | Construction method of ultra-large pile spacing deep foundation pit supporting system | |
| CN206887957U (en) | A kind of construction of prefabricated piles auxiliary stand | |
| CN109853534A (en) | A kind of strength core pedestal pile constructing process | |
| CN108005065A (en) | The constructing structure and construction method of PHC static pressure pipe piles | |
| CN109083134B (en) | Construction method and equipment for annular drilling rock-socketed pile | |
| CN212670554U (en) | Full-casing hydraulic hammering soil-squeezing cast-in-place pile device | |
| CN213173700U (en) | Precast pile for soft foundation treatment | |
| CN112049104A (en) | Extensible soft soil area pile foundation structure and construction method thereof | |
| CN207633149U (en) | A kind of auxiliary system of underpass construction | |
| CN202359564U (en) | Arch steel sheet pile supporting structure | |
| CN105239575A (en) | Construction device and construction method of bored cast-in-place static pressure pipe pile with enlarged bottom | |
| CN204570675U (en) | A kind of novel artificial hole digging pile | |
| CN217710686U (en) | Double static pressure belt steel core prestressed concrete pipe pile | |
| CN220225234U (en) | Plate-type auxiliary construction structure for soft foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |