CN110130409A - A kind of construction method of anchor pier prestressing force float Structure - Google Patents
A kind of construction method of anchor pier prestressing force float Structure Download PDFInfo
- Publication number
- CN110130409A CN110130409A CN201910387431.0A CN201910387431A CN110130409A CN 110130409 A CN110130409 A CN 110130409A CN 201910387431 A CN201910387431 A CN 201910387431A CN 110130409 A CN110130409 A CN 110130409A
- Authority
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- China
- Prior art keywords
- pier
- anchor
- bottom plate
- reinforcement
- prestressing force
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- 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.)
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Classifications
-
- 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
- E02D31/12—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 against upward hydraulic pressure
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0006—Plastics
- E02D2300/0007—PVC
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
Abstract
The invention discloses a kind of construction methods of anchor pier prestressing force float Structure, it is related to building engineering field, solve existing anti-float anchor rod arrangement of reinforcement top soft soil layer withdrawal resistance is lower, prestress application is difficult and there is the problems such as false " prestressing force " phenomenon, its key points of the technical solution are that: on top, soft layer performs anchor pier；It is performed in pier shaft and pre-buried higher than the drill pipe of underground structure plate top surface, anchor pier steel reinforcement cage and pre-buried anchors into sole plate reinforcing bar；Blinding layer and waterproof layer, underground structure bottom plate are performed on the soft layer of top；Anti-float anchor rod is performed in pre-buried drill pipe；Apply prestressed counter-force pier using pier shaft and underground structure bottom plate as anti-float anchor rod；Pier shaft forms the effect of similar uplift pile and sole plate connection with underground structure bottom plate, has the withdrawal resistance for increasing top soft soil layer and keeps prestress application simple and effective, reduces the effect of the input cost using anti-floating pile scheme.
Description
Technical field
The present invention relates to construction engineering technical field, more specifically, it relates to a kind of anchor pier prestressing force float Structure
Construction method.
Background technique
With the high speed development of urban construction, a large amount of high-rises, underground garage, sunk type square and subway,
The buildings such as lower market propose higher level requirement to the utilization of the underground space.However, on upper soft lower hard stratum, by ground
It is lauched the accident that cracking, protuberance easily occur for the superstructures such as building caused by water buoyancy, structures, so that basement anti-floating
Problem, which seems, to become increasingly conspicuous.
There are two main classes for domestic passive resistance to plucking component at present, and one kind is stake, and a kind of anchor pole arrangement of reinforcement, this two class is had nothing in common with each other
Suitable soil layer, but its common defect is cross-section or equal diameter, and especially upper soft lower hard stratum, top collateral resistance is low,
Using stake economical rationality；But stake cost in the case where stratum is harder is higher, and uses the sectional area of anchor pole arrangement of reinforcement smaller, top
Bearing capacity is lower and expands that body is difficult, and under conditions of design requirement is certain, length is longer, especially no matter anti-floating pile or anti-floating anchor
Bar arrangement of reinforcement applies prestressing force and does not satisfy the requirements again, and the prestressing force applied tends not to play " master to underground structure bottom plate completely
The effect of dynamic stress ", for float Structure or " partial prestressing " even " false prestressing force ".
Therefore, how to design a kind of construction method of anchor pier prestressing force float Structure is that we are in the urgent need to address at present
Problem.
Summary of the invention
The object of the present invention is to provide a kind of construction method of anchor pier prestressing force float Structure, have with increasing top weak soil
Anchor pole arrangement of reinforcement is easy to operate with ground stratum is performed for the withdrawal resistance of layer, reduces the effect that anchoring pile performs input cost.
Above-mentioned technical purpose of the invention has the technical scheme that a kind of anchor pier prestressing force anti-floating knot
The construction method of structure, comprising the following steps:
S1: Dun Keng is performed in the top soft layer of shallow-layer；
S2: during performing pier shaft in pier hole, performed in pier shaft pre-buried drill pipe, anchor pier steel reinforcement cage and it is reserved with
Underground structure bottom plate connection anchors into sole plate reinforcing bar, and pre-buried drill pipe top is higher than the design bottom plate bottom of underground structure bottom plate
Absolute altitude；
S3: basic waterproof layer is performed in top soft layer upper surface, pier shaft top surface is higher by basic waterproof layer upper surface extremely
Few 50mm, the one third design thickness for pouring thickness and being not less than underground structure bottom plate of underground structure bottom plate；
S4: performing the anchor pole arrangement of reinforcement with Grouting Pipe by drilling machine in pre-buried drill pipe, and anchor pole arrangement of reinforcement bottom end is pierced
The Deep Rock soil layer of deep layer；
S5: carrying out slip casting to Grouting Pipe inside, and anchor pole arrangement of reinforcement and injecting paste material is made to form anchoring body；
S6: after anchor pole arrangement of reinforcement injecting paste material reaches design strength, pier shaft and the underground structure bottom plate poured are as anchor pole
Arrangement of reinforcement applies prestressed counter-force pier, by anchor pole arrangement of reinforcement pressure prestressing force and is locked by punching jack.
By using above-mentioned technical proposal, using pier shaft, convenient for increasing anchoring pile in shallow depth range internal upper part weak soil
Withdrawal resistance in layer；Anchor pole arrangement of reinforcement is pierced into Deep Rock soil layer using drilling machine, convenient between enhancing anchoring pile and Deep Rock soil layer
Side friction resistance；The case where using counter-force pier, underground structure bottom plate being made to be previously subjected to downward pulling force, reducing itself protuberance deformation
Occur, meanwhile, it reduces anchoring pile and is occurred by the case where tensile crack, increase the durability of anchoring pile and reduce because needed for crack-resisting design
Increased quantity of reinforcement.
The present invention is further arranged to: the pre-buried drill pipe is the pvc pipe that diameter is not less than 150mm.
By using above-mentioned technical proposal, convenient for reducing the case where pier shaft corrodes anchor pole arrangement of reinforcement during performing hair
It is raw.
The present invention is further arranged to: the pier shaft is bored concrete pile or tubular pole；During performing tubular pole, need to pre-
It buries the gap inside drill pipe and tubular pole and wadding weft variation is perfused at the top of tubular pole.
By using above-mentioned technical proposal, the flexibility performed convenient for enhancing pier shaft.
The present invention is further arranged to: the diameter of the pier shaft is not less than 600mm, and the length of pier shaft is not less than its diameter
3 times.
By using above-mentioned technical proposal, requirement is performed convenient for meet different anchoring piles.
The present invention is further arranged to: in S8, before the prestress application, the pier shaft anchors into sole plate reinforcing bar
Underground structure bottom plate is anchored into after the completion of the one third design thickness structure sheaf for anchoring into underground structure bottom plate pours.
By using above-mentioned technical proposal, convenient for counter-force pier to be placed in underground structure bottom plate, enhancing anchor pole arrangement of reinforcement is performed
Prestressed stability.
The present invention is further arranged to: the sole plate reinforcing bar that anchors into of the pier shaft anchors into the length of underground structure bottom plate not
Less than 35 times of diameters for anchoring into sole plate reinforcing bar.
By using above-mentioned technical proposal, further enhances anchor pole arrangement of reinforcement and perform prestressed stability.
The present invention is further arranged to: 1.5 of the anchoring board diameter of the anchor pole arrangement of reinforcement not less than pre-buried drilling pipe diameter
Times.
By using above-mentioned technical proposal, so that the installation of pre-buried drill pipe is easy to operate.
The present invention is further arranged to: in step s 5, it is placed in the bar muscle section coating butter in pier shaft in anchor pole arrangement of reinforcement, and
It is set with the seepage control measures such as corrugated tube.
Anchor pole arrangement of reinforcement is avoided directly to contact with pier shaft using bellows by using above-mentioned technical proposal, so that anchor pole is matched
Stretched operation of muscle during performing prestressing force is convenient；Using butter, the case where anchor pole arrangement of reinforcement corrodes, Yi Jizeng are reduced
Lubricity between strong anchor pole arrangement of reinforcement and bellows.
In conclusion the invention has the following advantages: using pier shaft, convenient for increasing anchoring pile within the scope of shallow depth
Withdrawal resistance in the soft layer of top；Anchor pole arrangement of reinforcement is pierced into Deep Rock soil layer using drilling machine, convenient for enhancing anchoring pile and deep layer rock
Side friction resistance between soil layer；Using counter-force pier, underground structure bottom plate is made to be previously subjected to downward pulling force, reduces itself protuberance
The case where deformation, occurs, meanwhile, it reduces anchoring pile and is occurred by the case where tensile crack, increase the durability of anchoring pile and reduce because anti-
Split the increased quantity of reinforcement of design；Convenient for reducing the case where pier shaft corrodes anchor pole arrangement of reinforcement during performing generation；It is convenient for
The flexibility that enhancing pier shaft performs.
Detailed description of the invention
Fig. 1 is the constructing structure schematic diagram in the embodiment of the present invention；
Fig. 2 is the flow chart in the embodiment of the present invention.
In figure: 1, Deep Rock soil layer；11, top soft layer；111, Dun Keng；12, pier shaft；13, pre-buried drill pipe；131,
Anchor pier steel reinforcement cage；132, sole plate reinforcing bar is anchored into；14, anchor pole arrangement of reinforcement；15, basic waterproof layer；16, underground structure bottom plate；17,
Preformed hole.
Specific embodiment
Below in conjunction with attached drawing 1-2, invention is further described in detail.
Embodiment: a kind of construction method of anchor pier prestressing force float Structure, as shown in Figures 1 and 2, comprising the following steps:
Step 1 performs pier hole 111 in the top soft layer 11 of shallow-layer.
Step 2 performs pre-buried drill pipe 13, anchor pier during performing pier shaft 12 in pier hole 111 in pier shaft 12
Steel reinforcement cage 131 and it is reserved connect with underground structure bottom plate 16 anchor into sole plate reinforcing bar 132, pre-buried 13 top of drill pipe is higher than
The design bottom plate bottom absolute altitude of underground structure bottom plate 16.
Step 3, on top, 11 upper surface of soft layer performs basic waterproof layer 15, and basic waterproof layer 15 includes base mat
Layer and waterproof layer.12 top surface of pier shaft is higher by basic 15 upper surface of waterproof layer at least 50mm, and underground structure bottom plate 16 pours thickness
Not less than the one third design thickness of underground structure bottom plate 16.
Step 4 performs the preformed hole 17 positioned at pre-buried 13 top end of drill pipe on 12 top of pier shaft.
Step 5 performs the anchor pole arrangement of reinforcement 14 with Grouting Pipe by drilling machine, by anchor pole arrangement of reinforcement in pre-buried drill pipe 13
14 bottom ends pierce the Deep Rock soil layer 1 of deep layer.
Step 6 carries out slip casting to Grouting Pipe inside, and anchor pole arrangement of reinforcement 14 and injecting paste material is made to form anchoring body.
Step 7, after 14 injecting paste material of anchor pole arrangement of reinforcement reaches design strength, pier shaft 12 and the underground structure bottom plate poured
16 are used as anchor pole arrangement of reinforcement 14 to apply prestressed counter-force pier, by the pressure prestressing force of anchor pole arrangement of reinforcement 14 and are locked by punching jack
It is fixed.
Step 8 will anchor into sole plate reinforcing bar 132 and anchor into underground structure bottom plate 16, forms similar uplift pile and underground is tied
The effect that structure bottom plate 16 links.
Pre-buried drill pipe 13 is the pvc pipe that diameter is not less than 150mm, is corroded during performing convenient for reducing pier shaft 12
The case where anchor pole arrangement of reinforcement 14, occurs.
Pier shaft 12 is bored concrete pile or tubular pole；During performing tubular pole, need to inside pre-buried drill pipe 13 and tubular pole
Gap wadding weft variation is perfused at the top of the tubular pole, the flexibility performed convenient for enhancing pier shaft 12.
The diameter of pier shaft 12 is not less than 600mm, and the length of pier shaft 12 is not less than 3 times of its diameter.Pre- burying in bored concrete pile
Hole pipe 13 performs standard specifically: is the pier shaft 12 less than 800mm, pre-buried 1 pre-buried drill pipe 13 for stake diameter；For stake
Diameter is the pier shaft 12 of 800-1200mm, pre-buried 2 pre-buried drill pipes 13；The pier shaft 12 for being 1500mm for stake diameter, pre-buried 3 pre-
Bury drill pipe 13.Pre-buried drill pipe 13 performs standard in tubular pole specifically: is the pier shaft 12 less than 600mm for stake diameter, in advance
Bury 1 pre-buried drill pipe 13；The pier shaft 12 for being 800-1000mm for stake diameter, pre-buried 2 pre-buried drill pipes 13；It is for stake diameter
Pier shaft 12 greater than 1200mm, pre-buried 3 pre-buried drill pipes 13, convenient for according to the pre-buried drill pipe 13 of adjustment of 12 diameter of pier shaft
Quantity performs requirement with meet different anchoring piles.
In step 8, before prestress application, the sole plate reinforcing bar 132 that anchors into of pier shaft 12 is anchoring into underground structure bottom plate
16 one third design thickness structure sheaf anchors into underground structure bottom plate 16 after the completion of pouring.Convenient for counter-force pier is placed in underground knot
In structure bottom plate 16, enhancing anchor pole arrangement of reinforcement 14 performs prestressed stability.
The sole plate reinforcing bar 132 that anchors into of pier shaft 12 anchors into the length of underground structure bottom plate 16 not less than anchoring into sole plate
35 times of diameters of reinforcing bar 132, enhancing anchor pole arrangement of reinforcement 14 perform prestressed stability.
The anchoring board diameter of anchor pole arrangement of reinforcement 14 is not less than 1.5 times of pre-buried 13 diameter of drill pipe, so that pre-buried drill pipe 13
Installation it is easy to operate.
In step 5, in anchor pole arrangement of reinforcement 14 it is placed in the bar muscle section coating butter in pier shaft 12, and is set with corrugated tube etc. and is anti-
Infiltration measure.Using bellows, anchor pole arrangement of reinforcement 14 is avoided directly to contact with pier shaft 12, so that anchor pole arrangement of reinforcement 14 is performing prestressing force mistake
Stretched operation in journey is convenient；Using butter, reduce the case where anchor pole arrangement of reinforcement 14 corrode, and enhancing anchor pole arrangement of reinforcement 14 and
Lubricity between bellows.
Working principle: utilizing pier shaft 12, anti-in shallow depth range internal upper part soft layer 11 convenient for increasing anchoring pile
Pull out force.Anchor pole arrangement of reinforcement 14 is pierced into Deep Rock soil layer 1 using drilling machine, convenient for lateral between enhancing anchoring pile and Deep Rock soil layer 1
Frictional resistance.Using counter-force pier, underground structure bottom plate 16 is made to be previously subjected to downward pulling force, reduces the case where itself protuberance deforms hair
It is raw, meanwhile, it reduces anchoring pile and is occurred by the case where tensile crack, increase the durability of anchoring pile and reduce because of increasing needed for crack-resisting design
The quantity of reinforcement added.
This specific embodiment is only explanation of the invention, is not limitation of the present invention, those skilled in the art
Member can according to need the modification that not creative contribution is made to the present embodiment after reading this specification, but as long as at this
All by the protection of Patent Law in the scope of the claims of invention.
Claims (8)
1. a kind of construction method of anchor pier prestressing force float Structure, it is characterized in that: the following steps are included:
S1: Dun Keng (111) are performed in the top soft layer (11) of shallow-layer；
S2: during performing pier shaft (12) in Dun Keng (111), pre-buried drill pipe (13), anchor pier are performed in pier shaft (12)
Steel reinforcement cage (131) and it is reserved connect with underground structure bottom plate (16) anchor into sole plate reinforcing bar (132), pre-buried drill pipe (13)
Top is higher than the design bottom plate bottom absolute altitude of underground structure bottom plate (16)；
S3: on top, soft layer (11) upper surface is performed basic waterproof layer (15), and pier shaft (12) top surface is higher by basic waterproof layer
(15) upper surface at least 50mm, the one third for pouring thickness and being not less than underground structure bottom plate (16) of underground structure bottom plate (16)
Design thickness；
S4: the anchor pole arrangement of reinforcement (14) with Grouting Pipe is performed in pre-buried drill pipe (13) by drilling machine, by anchor pole arrangement of reinforcement (14)
Bottom end pierces the Deep Rock soil layer (1) of deep layer；
S5: carrying out slip casting to Grouting Pipe inside, and anchor pole arrangement of reinforcement (14) and injecting paste material is made to form anchoring body；
S6: after anchor pole arrangement of reinforcement (14) injecting paste material reaches design strength, pier shaft (12) and the underground structure bottom plate (16) poured
Apply prestressed counter-force pier as anchor pole arrangement of reinforcement (14), by anchor pole arrangement of reinforcement (14) pressure prestressing force and is locked by punching jack
It is fixed.
2. the construction method of a kind of anchor pier prestressing force float Structure according to claim 1, it is characterized in that: the pre- burying
It is the pvc pipe that diameter is not less than 150mm that (13) are managed in hole.
3. the construction method of a kind of anchor pier prestressing force float Structure according to claim 1, it is characterized in that: the pier shaft
It (12) is bored concrete pile or tubular pole；During performing tubular pole, need to the gap inside pre-buried drill pipe (13) and tubular pole from
Wadding weft variation is perfused at the top of tubular pole.
4. the construction method of a kind of anchor pier prestressing force float Structure according to claim 1, it is characterized in that: the pier shaft
(12) diameter is not less than 600mm, and the length of pier shaft (12) is not less than 3 times of its diameter.
5. a kind of construction method of anchor pier prestressing force float Structure according to claim 1, it is characterized in that: in S8, institute
Before stating prestress application, the sole plate reinforcing bar (132) that anchors into of the pier shaft (12) is anchoring into the three of underground structure bottom plate (16)
/ mono- design thickness structure sheaf anchors into underground structure bottom plate (16) after the completion of pouring.
6. the construction method of a kind of anchor pier prestressing force float Structure according to claim 5, it is characterized in that: the pier shaft
(12) the sole plate reinforcing bar (132) that anchors into anchors into the length of underground structure bottom plate not less than anchoring into sole plate reinforcing bar (132)
35 times of diameters.
7. the construction method of a kind of anchor pier prestressing force float Structure according to claim 1, it is characterized in that: the anchor pole is matched
The anchoring board diameter of muscle (14) is not less than 1.5 times of pre-buried drill pipe (13) diameter.
8. the construction method of a kind of anchor pier prestressing force float Structure according to claim 1, it is characterized in that: in step S5
In, it is placed in the bar muscle section coating butter in pier shaft (12) in anchor pole arrangement of reinforcement (14), and be set with the seepage control measures such as corrugated tube.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910387431.0A CN110130409A (en) | 2019-05-10 | 2019-05-10 | A kind of construction method of anchor pier prestressing force float Structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910387431.0A CN110130409A (en) | 2019-05-10 | 2019-05-10 | A kind of construction method of anchor pier prestressing force float Structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110130409A true CN110130409A (en) | 2019-08-16 |
Family
ID=67576891
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910387431.0A Pending CN110130409A (en) | 2019-05-10 | 2019-05-10 | A kind of construction method of anchor pier prestressing force float Structure |
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| Country | Link |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111794224A (en) * | 2020-07-17 | 2020-10-20 | 福建永强岩土股份有限公司 | Construction method of anchor rod implanted uplift pile |
| CN112461194A (en) * | 2020-10-19 | 2021-03-09 | 中冶成都勘察研究总院有限公司 | Method for rapidly determining design length of anti-floating anchor rod |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103422501A (en) * | 2013-03-13 | 2013-12-04 | 中国建筑第四工程局有限公司 | Anti-floating anchor structure in sand layer geology and construction method thereof |
| CN207987985U (en) * | 2017-12-28 | 2018-10-19 | 河南宏程工程建设有限责任公司 | A kind of novel anti-floating anchor rod structure |
-
2019
- 2019-05-10 CN CN201910387431.0A patent/CN110130409A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103422501A (en) * | 2013-03-13 | 2013-12-04 | 中国建筑第四工程局有限公司 | Anti-floating anchor structure in sand layer geology and construction method thereof |
| CN207987985U (en) * | 2017-12-28 | 2018-10-19 | 河南宏程工程建设有限责任公司 | A kind of novel anti-floating anchor rod structure |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111794224A (en) * | 2020-07-17 | 2020-10-20 | 福建永强岩土股份有限公司 | Construction method of anchor rod implanted uplift pile |
| CN112461194A (en) * | 2020-10-19 | 2021-03-09 | 中冶成都勘察研究总院有限公司 | Method for rapidly determining design length of anti-floating anchor rod |
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Application publication date: 20190816 |
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