CN105350532A - Prefabricated assembly type internal prestressed anchoring pile - Google Patents
Prefabricated assembly type internal prestressed anchoring pile Download PDFInfo
- Publication number
- CN105350532A CN105350532A CN201510888051.7A CN201510888051A CN105350532A CN 105350532 A CN105350532 A CN 105350532A CN 201510888051 A CN201510888051 A CN 201510888051A CN 105350532 A CN105350532 A CN 105350532A
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- China
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- pile
- stake
- section
- shaft segment
- end sections
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a prefabricated assembly type internal prestressed anchoring pile. The prefabricated assembly type internal prestressed anchoring pile comprises a pile top section, a pile body and a pile end section, wherein the pile top section, the pile body and the pile end section are sequentially connected. The pile body is formed by sequentially connecting a plurality of pile body sections of the same structure from top to bottom. A groove is formed in the top surface of each pile body section. A lug is formed on the bottom surface of each pile body section. According to every two adjacent pile body sections, the lug of the upper pile body section is embedded in the groove of the lower pile body section. The bottom surface structure of the pile top section is the same as that of each pile body section. The top surface structure of the pile end section is the same as that of each pile body section. Vertically-through prestressed ducts are formed in identical positions of the two sides of the lugs of the pile top section and the pile body sections and the two sides of a groove of the pile end section, the pile top section, the pile body and the pile end section are anchored together through prestressed tendons penetrating through the prestressed ducts. By the adoption of the prestressed anchoring pile, rapid and efficient construction can be achieved.
Description
Technical field
The present invention relates to slope reinforcement field, particularly relate to a kind of precast splice type prestressing with bond anchor pile.
Background technology
Along with the rapid growth of China's mountain railway design mileage, there is the High Cut Slope engineering of One's name is legion.Utilize anchor pile (antislide pile) to reinforce deeply, large cutting and high slope, be used widely in railway subgrade works.But traditional anchor pile (antislide pile) cost is high, speed of application is slow, quality not easily ensures, do not match with High Cut Slope reinforcement criteria rapidly and efficiently.
Summary of the invention
The present invention is directed to the deficiency that existing Cast-in-situs type Construction of Anti-sliding Pile exists, a kind of precast splice type prestressing with bond anchor pile that significantly can reduce construction costs, improve speed of application and construction quality be provided.
For this reason, technical scheme of the present invention is as follows:
A kind of precast splice type prestressing with bond anchor pile, comprise the stake epimerite section, pile body and the stake end sections that connect successively, described pile body is connected in sequence up and down by the shaft segment that multiple structure is identical; Each described shaft segment end face is formed with groove, bottom surface is formed with projection, in adjacent two shaft segment, the projection of top shaft segment embeds in the groove of bottom shaft segment; The bottom surface structure of described stake epimerite section is identical with the bottom surface structure of described shaft segment; The top surface structure of described stake end sections is identical with the top surface structure of described shaft segment; All be formed with the prestressed pore passage of up/down perforation at the same position place of described stake epimerite section and the projection both sides of shaft segment and the groove both sides of stake end sections, described stake epimerite section, pile body and stake end sections are by together with being anchored at through the presstressed reinforcing steel of described prestressed pore passage.
Connected mode between each adjacent segment is wet seam, glueds joint seam or stem grafting seam.
Can perfusion or not grout injection in described prestressed pore passage as required.When needs grout injection, preferably at seam mouth place, sealing ring is installed, between the seam making adjacent each sections, forms sealing, backward prestressed pore passage in grout injection.
The outline of the cross section of described stake epimerite section, shaft segment and stake end sections is rectangle or T-shaped.Between described shaft segment, connected mode can be wet seam, glued joint seam or stem grafting seam.
The bottom of described stake end sections is reserved porose, and the fixed end anchor head of described presstressed reinforcing steel is arranged in the preformed hole of described stake end sections.
In all right pre-buried pile end groundwork of fixed end anchor head of described presstressed reinforcing steel.
Precast splice type anchor pile of the present invention generally uses as antislide pile, by prestress anchoraging mode, shaft segment is linked as entirety, is finally the object reaching reinforcement side slope.
Beneficial effect of the present invention is as follows:
Precast splice type prestressing with bond anchor pile of the present invention by " break the whole up into parts; collect zero one-tenth whole " mode, achieve batch production standardization manufacture, the feature such as there is modularization, standardization, can manufacture in enormous quantities, on the basis ensureing prefabricated units quality, farthest can ensure pile quality, this pile body has the resistance to compression of concrete component and the tensile property of vertical prestressing bar concurrently, high-quality, efficient, cost performance is given prominence to, have advantage of constructing fast and efficiently, through engineering approaches application prospect is very wide.
Accompanying drawing explanation
Fig. 1 a is the stake end sections anchoring schematic diagram of prestress anchoraging stake of the present invention;
Fig. 1 b is the pile end groundwork anchoring schematic diagram of prestress anchoraging stake of the present invention;
Fig. 1 c is the stake end sections U-shaped circulating type anchoring schematic diagram of prestress anchoraging stake of the present invention;
Fig. 2 a is the cross section structure schematic diagram of the stake end sections U-shaped circulating type anchoring of prestress anchoraging stake of the present invention;
Fig. 2 b is the partial enlargement structural representation of the stake end sections anchoring of prestress anchoraging stake of the present invention;
Fig. 3 a is the plan structure schematic diagram of the shaft segment of one embodiment of the invention;
Fig. 3 b is the plan structure schematic diagram of the shaft segment of another embodiment of the present invention;
Fig. 4 a is the laying mode schematic diagram of the presstressed reinforcing steel of one embodiment of the invention;
Fig. 4 b is the laying mode schematic diagram of the presstressed reinforcing steel of another embodiment of the present invention.
In figure
1: shaft segment 2: stake end sections 3: stake epimerite section 4: fixed end anchor head
5: stretching end anchor head 6: shear connector 7: end face 8: prestressed pore passage
9: presstressed reinforcing steel 10: earth anchor
Detailed description of the invention
With reference to the accompanying drawings and the structure of specific embodiment to precast splice type prestressing with bond anchor pile of the present invention be described in detail.The restriction of following embodiment only for illustration of the present invention not to concrete structure of the present invention.
Precast splice type prestressing with bond anchor pile of the present invention is by the segmented prefabrication of prestressing with bond anchor pile pile body, on-the-spot segmented assembly, by the sections anchoring of stake end and pile end groundwork anchorage style, connect into entirety by vertical prestressing bar post stretching Shi Hanzhang by each section of anchor pile.
As shown in Fig. 1 a-Fig. 4 b, precast splice type prestressing with bond anchor pile of the present invention comprises the stake epimerite section 3, pile body and the stake end sections 2 that connect successively.Described pile body is connected in sequence by the shaft segment about 1 that multiple structure is identical.Each shaft segment 1 end face 7 is formed with groove, bottom surface is formed with projection, the groove of adjacent two shaft segment and projection form the shear connector 6 of convex and concave teeth structure, and the projection of top shaft segment embeds in the groove of bottom shaft segment.The bottom surface structure of stake epimerite section 3 is identical with the bottom surface structure of shaft segment 1; The top surface structure of stake end sections 2 is identical with the top surface structure of shaft segment 1.All be formed with the prestressed pore passage 8 of up/down perforation at the same position place of stake epimerite section 3 and the projection both sides of shaft segment 1 and the groove both sides of stake end sections, described stake epimerite section 3, pile body and stake end sections 2 are by together with being anchored at through the presstressed reinforcing steel 9 of prestressed pore passage 8.Presstressed reinforcing steel 9 can be cable wire or steel hinge line.In addition, the connected mode between each adjacent segment can be wet seam, glued joint seam or stem grafting seam.
Can perfusion or not grout injection in described prestressed pore passage as required.When needs grout injection, preferably at seam mouth place, sealing ring is installed, between the seam making adjacent each sections, forms sealing, backward prestressed pore passage in grout injection.
As shown in Figure 3 a and Figure 3 b shows, the outline of the cross section of stake epimerite section, shaft segment and stake end sections can be rectangle or T-shaped.
Also can in pre-buried pile end groundwork in the preformed hole that the fixed end anchor head 4 of presstressed reinforcing steel can be arranged on described stake end sections.
According to the ability of transport with lifting appliance, the length of each sections can be 1 ~ 3m, and sections sectional dimension specifically sets according to conventional antislide pile cross section or antislide pile supporting capacity, and the pre-of sections carries out built in precasting yard.In pile body precast segment, accurately should control the position of segment sizes and shear connector and prestressed pore passage.
The mounting method of prestress anchoraging stake of the present invention is as follows:
After each sections of prefabricate anchor pile (antislide pile) is transported to scene, along anchor pile (antislide pile) the hole segmented assembly from bottom to top of constructing in advance.See Fig. 1 b, Fig. 2 a and Fig. 2 b, according to the difference of stake end presstressed reinforcing steel anchorage style, concrete point of three kinds of methods carry out the lifting of stake end sections:
1, stake end sections anchoring: before the lifting of stake end sections 2, connect anchoring prestress muscle 9 in advance, lift stake end sections 2 to precalculated position afterwards;
2, pile end groundwork anchoring: before the lifting of stake end sections 2, ground place pre-plugged earth anchor 10 bottom stake holes also fixes presstressed reinforcing steel 9, and presstressed reinforcing steel 9, through after the prestressed pore passage 8 of stake end sections, lifts stake end sections 2 to precalculated position;
3, stake end sections U-shaped circulating type anchoring: before the lifting of stake end sections 2, wear presstressed reinforcing steel 9 in advance, after fixedly completing, lifting stake end sections 2 to precalculated position.
After stake end sections 2 has lifted, wear shaft segment presstressed reinforcing steel along reserved prestressed pore passage 8 and lift shaft segment to precalculated position successively, when adopting splicing seam or stem grafting to stitch assembled between sections, the shear connector 6 of convex and concave teeth structure will engage each other, when adopting splicing seam assembled, the surface of sections also will coat epoxide-resin glue.
Finally lift stake epimerite section 2, adopt post-stress muscle that each sections of anchor pile is connected into entirety, after tension of prestressed tendon has also locked, bond-anchorage stake can be formed along prestressed pore passage 8 slip casting, also slip casting can not form soap-free emulsion polymeization anchor pile, finally complete the construction of an anchor pile (antislide pile).When needs slip casting, each prestressing force seam mouth installs rubber gasket, make sections prestressed pore passage can meet sealing requirements needed for hole path pressure grouting.
For ensureing the good contact of pile body and pile peripheral earth, slip casing by pressure between anchor pile and pile peripheral earth, can be adopted equally to fill.
Claims (7)
1. a precast splice type prestressing with bond anchor pile, is characterized in that: comprise the stake epimerite section, pile body and the stake end sections that connect successively,
Described pile body is connected in sequence up and down by the shaft segment that multiple structure is identical;
Each described shaft segment end face is formed with groove, bottom surface is formed with projection, in adjacent two shaft segment, the projection of top shaft segment embeds in the groove of bottom shaft segment;
The bottom surface structure of described stake epimerite section is identical with the bottom surface structure of described shaft segment;
The top surface structure of described stake end sections is identical with the top surface structure of described shaft segment;
All be formed with the prestressed pore passage of up/down perforation at the same position place of described stake epimerite section and the projection both sides of shaft segment and the groove both sides of stake end sections, described stake epimerite section, pile body and stake end sections are by together with being anchored at through the presstressed reinforcing steel of described prestressed pore passage.
2. precast splice type prestressing with bond anchor pile according to claim 1, is characterized in that: the connected mode between each adjacent segment is wet seam, glueds joint seam or stem grafting seam.
3. precast splice type prestressing with bond anchor pile according to claim 2, is characterized in that: at seam mouth, place is provided with sealing ring, makes to form sealing between the seam of adjacent each sections, and is perfused with cement paste in described prestressed pore passage.
4. precast splice type prestressing with bond anchor pile according to claim 1, is characterized in that: the outline of the cross section of described stake epimerite section, shaft segment and stake end sections is rectangle.
5. precast splice type prestressing with bond anchor pile according to claim 1, is characterized in that: the outline of the cross section of described stake epimerite section, shaft segment and stake end sections is T-shaped.
6. precast splice type prestressing with bond anchor pile according to claim 1, is characterized in that: the bottom of described stake end sections is reserved porose, and the fixed end anchor head of described presstressed reinforcing steel is arranged in the preformed hole of described stake end sections.
7. precast splice type prestressing with bond anchor pile according to claim 1, is characterized in that: in the pre-buried pile end groundwork of fixed end anchor head of described presstressed reinforcing steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510888051.7A CN105350532A (en) | 2015-12-04 | 2015-12-04 | Prefabricated assembly type internal prestressed anchoring pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510888051.7A CN105350532A (en) | 2015-12-04 | 2015-12-04 | Prefabricated assembly type internal prestressed anchoring pile |
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| Publication Number | Publication Date |
|---|---|
| CN105350532A true CN105350532A (en) | 2016-02-24 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510888051.7A Pending CN105350532A (en) | 2015-12-04 | 2015-12-04 | Prefabricated assembly type internal prestressed anchoring pile |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110130650A (en) * | 2019-05-24 | 2019-08-16 | 中国长江三峡集团有限公司 | A kind of anticorrosion construction method of rack gear deformed bar |
| CN110284534A (en) * | 2019-06-26 | 2019-09-27 | 东南大学 | A kind of horizontal loading loading device for civil engineering field test |
| CN110359450A (en) * | 2019-07-29 | 2019-10-22 | 中铁二院工程集团有限责任公司 | Assembled circle pilework and construction method |
| CN110438988A (en) * | 2019-08-14 | 2019-11-12 | 中铁二院工程集团有限责任公司 | A kind of prefabricated bulkhead and pore digging method |
| CN111119207A (en) * | 2020-01-16 | 2020-05-08 | 成都理工大学 | Artificial hole digging anti-slide pile assembly type steel retaining wall reinforced by strip steel truss |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6634830B1 (en) * | 2000-09-21 | 2003-10-21 | Frederick S. Marshall | Method and apparatus for post-tensioning segmented concrete pilings |
| CN104343080A (en) * | 2014-09-29 | 2015-02-11 | 北京工业大学 | Method for constructing segmental prefabricating and assembling swing foundation pier |
| CN204282378U (en) * | 2014-12-09 | 2015-04-22 | 甘肃建筑职业技术学院 | A kind of prefabricated box prestressed slip-resisting pile |
| CN205152948U (en) * | 2015-12-04 | 2016-04-13 | 铁道第三勘察设计院集团有限公司 | Solid stake of internal prestressed anchorage of prefabricated pin -connected panel |
-
2015
- 2015-12-04 CN CN201510888051.7A patent/CN105350532A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6634830B1 (en) * | 2000-09-21 | 2003-10-21 | Frederick S. Marshall | Method and apparatus for post-tensioning segmented concrete pilings |
| CN104343080A (en) * | 2014-09-29 | 2015-02-11 | 北京工业大学 | Method for constructing segmental prefabricating and assembling swing foundation pier |
| CN204282378U (en) * | 2014-12-09 | 2015-04-22 | 甘肃建筑职业技术学院 | A kind of prefabricated box prestressed slip-resisting pile |
| CN205152948U (en) * | 2015-12-04 | 2016-04-13 | 铁道第三勘察设计院集团有限公司 | Solid stake of internal prestressed anchorage of prefabricated pin -connected panel |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110130650A (en) * | 2019-05-24 | 2019-08-16 | 中国长江三峡集团有限公司 | A kind of anticorrosion construction method of rack gear deformed bar |
| CN110284534A (en) * | 2019-06-26 | 2019-09-27 | 东南大学 | A kind of horizontal loading loading device for civil engineering field test |
| CN110359450A (en) * | 2019-07-29 | 2019-10-22 | 中铁二院工程集团有限责任公司 | Assembled circle pilework and construction method |
| CN110359450B (en) * | 2019-07-29 | 2024-03-08 | 中铁二院工程集团有限责任公司 | Assembled round pile structure and construction method |
| CN110438988A (en) * | 2019-08-14 | 2019-11-12 | 中铁二院工程集团有限责任公司 | A kind of prefabricated bulkhead and pore digging method |
| CN111119207A (en) * | 2020-01-16 | 2020-05-08 | 成都理工大学 | Artificial hole digging anti-slide pile assembly type steel retaining wall reinforced by strip steel truss |
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Application publication date: 20160224 |
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