CN1807768A - Root type foundation and anchorage and construction method thereof - Google Patents
Root type foundation and anchorage and construction method thereof Download PDFInfo
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- CN1807768A CN1807768A CN 200610038147 CN200610038147A CN1807768A CN 1807768 A CN1807768 A CN 1807768A CN 200610038147 CN200610038147 CN 200610038147 CN 200610038147 A CN200610038147 A CN 200610038147A CN 1807768 A CN1807768 A CN 1807768A
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- anchor tube
- cushion cap
- open caisson
- anchorage
- concrete
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Abstract
The invention relates to a foot base and an anchor and relative construction method. It is characterized in that: it comprises a flat support table whose bottom in T-shape to form the anchor tube; the side wall of anchor tube has the root keys radial arranged and protruded from the outer wall of anchor tube and the bottom of anchor tube is the sealing bottom of concrete. The invention can optimize the structure of said base and anchor, while it uses root structure to improve the friction, and uses the packing force of oil on the root keys to improve the stability of said structure and reduce the structural weight. It can better economic benefit with simple process, saved time and better safety.
Description
Technical field:
The present invention relates to that civil engineering, bridge room are built, basis and anchorage in the hydro-structure, and job practices that should the basis anchorage.
Background technology:
Traditional anchorage mainly contains form of structure such as large-scale well-sinking and diaphragm wall, construction freezing method basis, campshed supporting construction method basis.
Large-scale well-sinking is gravity and the reaction force of the surrounding soil pulling force that comes the balance drag-line that relies on self.Its shortcoming is that key dimension is big, it is dark to sink, and separates a lot, and difficulty of construction is big, and open caisson easily is offset during construction, the correction difficulty, and the basis will produce depression, the construction costs height.
The diaphragm wall Anchor Foundation is to build up cofferdam structure earlier, as the usefulness of interim support, retaining soil, dash, and is the part of later stage permanent structure.Concrete is filled out core, and integral rigidity is big, open-cut.Body of wall adopts rigid joint, has increased the complexity of construction; Continuous wall trench need adopt mud off, destroyed the frictional force between the body of wall and the soil body, has reduced the safety stock that anchorage bears horizontal force; At sandy soil layer construction diaphragm wall, grooving technology has greater risk.
The construction freezing method basis is compared with the diaphragm wall Anchor Foundation, the frost wall that it produces as the interim cooling of supporting, keep off the time spent of soil, dash.This scheme is used for bridge foundation, and especially the experience of large foundation construction is few, and the water in the construction freezes, melts and must further do sufficient demonstration to native disturbance; And the concrete stake that is used as interim support usefulness does not promptly have structural effect after finishing construction, unfavorable to economy.
The supporting measure on campshed supporting construction method basis encloses the campshed supporting, and drilled pile construction is conventional base form.The shortcoming of this scheme be requirement to geological conditions than higher, the collapse verticality of hole phenomenon and stake of migrating during drilling construction is wanted strict control, has the risk of leaking during the foundation ditch open-cut.
Summary of the invention:
The present invention is for avoiding above-mentioned existing in prior technology weak point, provide that a kind of technology is simple, consumption just less, quick construction, safe and reliable radical basis and anchorage.
The present invention provides the job practices of this radical basis and anchorage simultaneously.
The technical scheme that technical solution problem of the present invention is adopted is:
Radical of the present invention basis and anchorage, its design feature is to have the tabular cushion cap, be the "T"-shaped anchor tube of accepting in the bottom of described tabular cushion cap, on the sidewall of described anchor tube, be the root key that protrudes from the anchor tube outer wall that radially is provided with along anchor tube, the bottom of anchor tube is the back cover that forms with concrete.
Radical of the present invention basis and germanium heavy stone used as an anchor, its design feature are that also the described anchor tube that is undertaken on tabular cushion cap bottom is that single anchor tube independently is provided with or the setting of many anchor tube parallel interval.
The job practices of radical of the present invention basis and anchorage, its design feature are to carry out as follows:
A, anchor tube are with the segmented open caisson that is prefabricated into of concrete, radially reserve the root keyhole that can insert the root key on the open caisson wall, afterwards open caisson utilization deadweight are sunk to burying, and the bottom general rock and promptly stops to sink;
B, in open caisson, carry out at the end clearly, form back cover with concrete.
C, prefabricated bar-shaped concrete root key insert the root keyhole with the root key, and utilize the mode of pushing tow that the root key is headed in the soil layer in open caisson;
D, binding at the open caisson surface layer forms the tabular cushion cap, with the cushion cap of tabular cushion cap as the pier shaft basis.
Anchorage satisfies the structural stability condition two: anchorage gravity and native side-friction force can balance external force, the substrate soil pressure is less than the permissible stress of soil.Anchorage structure gravity is big more, and then the stabilizing power of external force is strong more, and the anchorage structure is light more, the then easy more restriction of satisfying the substrate-loading ability.Exist the relation that conditions each other between these two stability conditions.So, find reasonable structure form for the anchorage structure, obtain the best joint between structure gravity and the substrate-loading ability, increase the coupling of the structure and the soil body, just can make structural optimization.
Compared with the prior art, beneficial effect of the present invention is embodied in:
1, the present invention makes basis and anchorage structure obtain great optimization, by adopting the radical structure, has greatly strengthened frictional force.
2, the present invention utilizes the soil body that the bond stress of root key has been increased stability of structure, provides possibility for reducing structure gravity, thereby has had better economy.
3, simple, the quick construction, safe and reliable of radical basis of the present invention and anchorage technology.
4, form of structure of the present invention and job practices can be widely used in bearing in the hydro-structures such as bridge the occasion of horizontal pull and vertical pressure combining ability, also can be generalized to the basis of corresponding large scale structure.
Description of drawings:
Fig. 1 is radical of the present invention basis and anchorage vertical section structure schematic diagram.
Fig. 2 is radical of the present invention basis and anchorage cross section structure schematic diagram.
Number in the figure: 1 tabular cushion cap, 2 anchor tubes, 3 back covers, 4 keys.
Referring to Fig. 1, Fig. 2, present embodiment has tabular cushion cap 1, is the "T"-shaped anchor tube 2 of accepting in the bottom of tabular cushion cap 1, on the sidewall of anchor tube 2, be the root key 4 that protrudes from anchor tube outer wall 2 that radially is provided with along anchor tube 2, the bottom of anchor tube 2 is the back covers 3 that form with concrete.
In concrete the enforcement, because of the difference of place geological conditions, each use occasion has different requirements, and the anchor tube 2 that is undertaken on tabular cushion cap 1 bottom can independently be provided with for single anchor tube, promptly single anchor tube structure.Also can be the setting of many anchor tube parallel interval to be arranged in the bottom of same tabular root key 1.
This enforcement is constructed as follows:
A, anchor tube 2 are with the segmented open caisson that is prefabricated into of concrete, radially reserve the root keyhole that can insert root key 4 on the open caisson wall, afterwards open caisson utilization deadweight are sunk to burying, and the bottom general rock and promptly stops to sink;
B, in open caisson, carry out at the end clearly, form back cover 3 with concrete.
C, prefabricated bar-shaped concrete root key 4 insert root key 4 in the root keyhole in open caisson, and utilize the mode of pushing tow that root key 4 is headed in the soil layer;
D, binding at the open caisson surface layer forms tabular cushion cap 1, with the cushion cap of tabular cushion cap 1 as the pier shaft basis.
Claims (3)
1, radical basis and anchorage, it is characterized in that having tabular cushion cap (1), be the "T"-shaped anchor tube (2) of accepting in the bottom of described tabular cushion cap (1), on the sidewall of described anchor tube (2), be the root key (4) that protrudes from the anchor tube outer wall that radially is provided with along anchor tube (2), the bottom of anchor tube (2) is the back cover (3) that forms with concrete.
2, radical basis according to claim 1 and anchorage is characterized in that the described anchor tube (2) that is undertaken on tabular cushion cap (1) bottom independently is provided with for single anchor tube or many anchor tube parallel interval are provided with.
3, the job practices of a kind of claim 1 described radical basis and anchorage is characterized in that carrying out as follows:
A, anchor tube (2) are with the segmented open caisson that is prefabricated into of concrete, radially reserve the root keyhole that can insert root key (4) on the open caisson wall, afterwards open caisson utilization deadweight are sunk to burying, and the bottom general rock and promptly stops to sink;
B, in open caisson, carry out at the end clearly, form back cover (3) with concrete.
C, prefabricated bar-shaped concrete root key (4) insert root key (4) in the root keyhole in open caisson, and utilize the mode of pushing tow that root key (4) is headed in the soil layer;
D, binding at the open caisson surface layer forms tabular cushion cap (1), with the cushion cap of tabular cushion cap (1) as the pier shaft basis.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100381475A CN100523390C (en) | 2006-01-26 | 2006-01-26 | Root type foundation and anchorage and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100381475A CN100523390C (en) | 2006-01-26 | 2006-01-26 | Root type foundation and anchorage and construction method thereof |
Related Child Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2008100044413A Division CN101311421B (en) | 2006-01-26 | 2006-01-26 | Radical anchorage and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1807768A true CN1807768A (en) | 2006-07-26 |
| CN100523390C CN100523390C (en) | 2009-08-05 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNB2006100381475A Active CN100523390C (en) | 2006-01-26 | 2006-01-26 | Root type foundation and anchorage and construction method thereof |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102359110A (en) * | 2011-08-03 | 2012-02-22 | 安徽省高速公路控股集团有限公司 | Modular cast-in-place construction method for large-diameter root foundation |
| WO2012149670A1 (en) * | 2011-04-30 | 2012-11-08 | 安徽省高速公路控股集团有限公司 | Construction method for root-type foundation anchorage and bored, root-type cast in-situ pile with anchor bolts |
| CN105274996A (en) * | 2015-09-24 | 2016-01-27 | 河海大学 | Multi-segment mechanical inner supporting type anchor pipe structure and construction method thereof |
| CN108643168A (en) * | 2018-04-17 | 2018-10-12 | 同济大学 | A kind of suction corollary apparatus improving pile pile resistance to plucking load-carrying properties |
| CN109024653A (en) * | 2018-07-26 | 2018-12-18 | 中建空列（北京）科技有限公司 | It is a kind of to excavate the strong empty iron column basis of structure and its construction method less |
| CN109930485A (en) * | 2019-01-21 | 2019-06-25 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of design method on ground-connecting-wall gravity type Compound Anchorage basis |
| CN110093942A (en) * | 2019-05-30 | 2019-08-06 | 安徽省交通控股集团有限公司 | A kind of assembled radical well foundation of two-wall hollow |
| CN112112153A (en) * | 2019-06-19 | 2020-12-22 | 沈军 | Efficient construction method for segmental pile |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3763655A (en) * | 1972-05-02 | 1973-10-09 | Lois Edwards | Piling with extendable anchor legs |
| CN1174146C (en) * | 1997-05-12 | 2004-11-03 | 东京电力株式会社 | Method of arranging reinforcement in forming foundation of ground reinforcing type and foundation body |
| JP3165450B2 (en) * | 1997-05-12 | 2001-05-14 | 東京電力株式会社 | Arrangement method of reinforcement and foundation body in foundation formation of ground reinforcement type |
| US5975808A (en) * | 1997-07-11 | 1999-11-02 | Fujita; Yasuhiro | Pile or pile assembly for engineering and construction works |
| CN2858773Y (en) * | 2006-01-26 | 2007-01-17 | 安徽省高速公路总公司 | Base type foundation and anchor |
-
2006
- 2006-01-26 CN CNB2006100381475A patent/CN100523390C/en active Active
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2012149670A1 (en) * | 2011-04-30 | 2012-11-08 | 安徽省高速公路控股集团有限公司 | Construction method for root-type foundation anchorage and bored, root-type cast in-situ pile with anchor bolts |
| CN102359110A (en) * | 2011-08-03 | 2012-02-22 | 安徽省高速公路控股集团有限公司 | Modular cast-in-place construction method for large-diameter root foundation |
| CN105274996A (en) * | 2015-09-24 | 2016-01-27 | 河海大学 | Multi-segment mechanical inner supporting type anchor pipe structure and construction method thereof |
| CN108643168A (en) * | 2018-04-17 | 2018-10-12 | 同济大学 | A kind of suction corollary apparatus improving pile pile resistance to plucking load-carrying properties |
| CN109024653A (en) * | 2018-07-26 | 2018-12-18 | 中建空列（北京）科技有限公司 | It is a kind of to excavate the strong empty iron column basis of structure and its construction method less |
| CN109930485A (en) * | 2019-01-21 | 2019-06-25 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of design method on ground-connecting-wall gravity type Compound Anchorage basis |
| CN110093942A (en) * | 2019-05-30 | 2019-08-06 | 安徽省交通控股集团有限公司 | A kind of assembled radical well foundation of two-wall hollow |
| CN112112153A (en) * | 2019-06-19 | 2020-12-22 | 沈军 | Efficient construction method for segmental pile |
| CN112112153B (en) * | 2019-06-19 | 2022-02-15 | 沈军 | Efficient construction method for segmental pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN100523390C (en) | 2009-08-05 |
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