CN202466611U - Lift-off type seismic reduction and isolation pile foundation structure - Google Patents
Lift-off type seismic reduction and isolation pile foundation structure Download PDFInfo
- Publication number
- CN202466611U CN202466611U CN2012200456453U CN201220045645U CN202466611U CN 202466611 U CN202466611 U CN 202466611U CN 2012200456453 U CN2012200456453 U CN 2012200456453U CN 201220045645 U CN201220045645 U CN 201220045645U CN 202466611 U CN202466611 U CN 202466611U
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- pile foundation
- shock insulation
- subtracts
- formula
- insulation sleeve
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Abstract
The utility model discloses a lift-off type seismic reduction and isolation pile foundation structure, which comprises a pile foundation and a bearing platform. The top end of a pipe of the pile foundation is sleeved with a seismic reduction and isolation sleeve, the seismic reduction and isolation sleeve and the top end of the pile can mutually slide, and the seismic reduction and isolation sleeve is fixedly connected with a connecting rebar stretching into the bearing platform. The lift-off type seismic reduction and isolation pile foundation structure has a good seismic reduction effect under earthquake action, and the pile foundation cannot be tensioned, thereby avoiding snap break of the pile foundation. Tensile force is released, and pressure on lateral pile foundation is reduced, thereby facilitating reduction of stress on a single pile under earthquake. The release of tensile force actually forms foundation of swinging shock absorption, thereby effectively reducing earthquake action on piers and supports, lessening earthquake damages, and facilitating fast recovery of post-earthquake traffic.
Description
Technical field
The utility model relates to technical field of buildings, relates in particular to a kind of formula of lifting from and subtracts the shock insulation piling strtucture.
Background technology
Violent earthquake several times both domestic and external has in recent years shown the serious consequence that bridge engineering destroys again and again, and the modern city earthquake disaster prevention is had higher requirement, and has also shown the importance of bridge engineering earthquake research once more.In October, 2008, Ministry of Communications newly issued " highway bridge seismic design detailed rules and regulations " (JTG/T B02-01-2008) (hereinafter to be referred as " detailed rules and regulations "); Propose the seismic design thinking of two-stage level, objectively need in bridge design, the structure design to structure make adaptive adjustment.
According to " detailed rules and regulations " requirement; At seismic fortification intensity is the soft clay area of 7 degree; Under E2 level geological process, under the situation that does not adopt vibration absorption and isolation support, (adopt the vibration absorption and isolation support cost expensive, can improve construction cost greatly); Situation how can occur breaking during the checking computations of routine drill-pouring pile foundation, this is that bridge earthquake resistance structure design institute is unallowed.
Therefore, those skilled in the art is devoted to develop that a kind of cost is low, the formula of lifting from of dependable performance subtracts the shock insulation piling strtucture.
The utility model content
Because the above-mentioned defective of prior art, the utility model technical problem to be solved provides that a kind of cost is low, the formula of lifting from of dependable performance subtracts the shock insulation piling strtucture.
For realizing above-mentioned purpose, the utility model provides a kind of formula of lifting to subtract the shock insulation piling strtucture, comprises pile foundation and cushion cap; Be arranged with on the stake top of said pile foundation and subtract the shock insulation sleeve; Said subtracting between shock insulation sleeve and the said stake top can slide each other; Said subtracting between shock insulation sleeve and the said cushion cap is fixedly connected through the connecting reinforcement that stretches in the said cushion cap.
Preferably, the said length direction that subtracts the said pile foundation in shock insulation sleeve edge extends a preseting length.
Preferably, said preseting length is a 1.5-2 pile foundation external diameter doubly.
Preferably, the said shock insulation sleeve that subtracts is the steel concrete material.
Preferably, said subtracting between shock insulation sleeve and the said stake top realizes sliding each other through mud layer is set.
Preferably, said subtracting between shock insulation sleeve and the said stake top realizes sliding each other through release layer is set.
Preferably, the said external diameter that subtracts the internal diameter of shock insulation sleeve greater than said pile foundation.
Preferably, the said external diameter that subtracts the shock insulation sleeve is 1.5 times a pile foundation external diameter.
The beneficial effect of the utility model is:
The formula of lifting from of the utility model subtracts the shock insulation piling strtucture, and damping effect is very good under geological process, be mainly reflected in following some:
1. pile foundation is no longer drawn situation, can prevent the generation of pile foundation tensile phenomenon.
2. because pulling force has obtained release, the pressure of compression-side pile foundation reduces, and helps reducing single-pile stress under the seismology.
3. pulling force discharges, and has in fact formed and has waved the damping basis, can effectively reduce the geological process to pier and bearing, reduces the earthquake damage, helps shaking the fast quick-recovery of back traffic.
Below will combine accompanying drawing that the technique effect of design, concrete structure and the generation of the utility model is described further, with purpose, characteristic and the effect of understanding the utility model fully.
Description of drawings
Fig. 1 is the structural representation of an embodiment of the utility model.
Fig. 2 is the local structure for amplifying sketch map of A portion among Fig. 1.
The specific embodiment
Like Fig. 1, shown in Figure 2, the formula of lifting from of the utility model subtracts shock insulation piling strtucture one specific embodiment, mainly comprises pile foundation 1 and cushion cap 2, and what on the stake top 11 of pile foundation 1, be arranged with the steel concrete material subtracts shock insulation sleeve 3.
Subtract shock insulation sleeve 3 and stake can be slided between the top 11 each other, subtract between shock insulation sleeve 3 and the cushion cap 2 and be fixedly connected through stretching into cushion cap 2 interior connecting reinforcements 21 (also can comprise stirrup 22).
Subtract shock insulation sleeve 3 and extend a preseting length along the length direction of pile foundation 1, this preseting length is preferably 1.5-2 pile foundation external diameter doubly.Preferably, the internal diameter that subtracts shock insulation sleeve 3 is greater than the pile foundation external diameter, and the external diameter that subtracts the shock insulation sleeve is 1.5 times a pile foundation external diameter.
In difference is implemented, subtract the mutual slip between shock insulation sleeve 3 and the stake top 11, can realize (not shown mud layer among Fig. 2) through mud layer is set.Or, utilize between the top 11 release agent that release layer is set to realize sliding each other subtracting shock insulation sleeve 3 and stake.
The bridge pile foundation plinth as being damaged, generally is difficult to find in seismic process.Even found, also maintenance difficult.Therefore the bridge pile foundation plinth generally is that employing ability protection philosophy designs.
After the formula of lifting from of employing the utility model subtracted the shock insulation piling strtucture, when geological process, this structure allowed bridge pile foundation plinth and pile body to break away from, and can allow micro-strain.Having of this distortion is beneficial to earthquake energy, guarantees the intact of bridge pile foundation plinth structure.
The formula of lifting from of the utility model subtracts the shock insulation piling strtucture power transmission pattern between pile body and the cushion cap that makes: bear vertical pressure, discharge pulling force, bear horizontal shear and moment of flexure on the both direction.
Under normal service load effect (like wind load, centrifugal force, eccentricity pressure etc.), do not separate between pile foundation and the cushion cap.But under geological process; The stake top distance of separating with cushion cap is less than 6 centimetres, and the impact between pile foundation and the cushion cap is also not obvious, and subtracts the shock insulation sleeve stake top is also had the hoop effect of contraction; Can improve the concrete anti-pressure ability in a top, generally not produce obvious damage.
More than describe the preferred embodiment of the utility model in detail.Should be appreciated that those of ordinary skill in the art need not creative work and just can make many modifications and variation according to the design of the utility model.Therefore, all technician in the art according to the design of the utility model on the basis of existing technology through the available technical scheme of logical analysis, reasoning, or a limited experiment, all should be in determined protection domain by claims.
Claims (8)
1. lift from formula and subtract the shock insulation piling strtucture for one kind, comprise pile foundation and cushion cap; It is characterized in that: the stake of said pile foundation is arranged with on the top and subtracts the shock insulation sleeve; Said subtracting between shock insulation sleeve and the said stake top can slide each other; Said subtracting between shock insulation sleeve and the said cushion cap is fixedly connected through the connecting reinforcement that stretches in the said cushion cap.
2. the formula of lifting from as claimed in claim 1 subtracts the shock insulation piling strtucture, it is characterized in that: the said length direction that subtracts the said pile foundation in shock insulation sleeve edge extends a preseting length.
3. the formula of lifting from as claimed in claim 2 subtracts the shock insulation piling strtucture, it is characterized in that: said preseting length is a 1.5-2 pile foundation external diameter doubly.
4. subtract the shock insulation piling strtucture like the arbitrary described formula of lifting from of claim 1 to 3, it is characterized in that: the said shock insulation sleeve that subtracts is the steel concrete material.
5. the formula of lifting from as claimed in claim 1 subtracts the shock insulation piling strtucture, it is characterized in that: said subtracting between shock insulation sleeve and the said stake top realizes sliding each other through mud layer is set.
6. the formula of lifting from as claimed in claim 1 subtracts the shock insulation piling strtucture, it is characterized in that: said subtracting between shock insulation sleeve and the said stake top realizes sliding each other through release layer is set.
7. the formula of lifting from as claimed in claim 1 subtracts the shock insulation piling strtucture, it is characterized in that: the said external diameter that subtracts the internal diameter of shock insulation sleeve greater than said pile foundation.
8. the formula of lifting from as claimed in claim 1 subtracts the shock insulation piling strtucture, it is characterized in that: the said external diameter that subtracts the shock insulation sleeve is 1.5 times a pile foundation external diameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200456453U CN202466611U (en) | 2012-02-13 | 2012-02-13 | Lift-off type seismic reduction and isolation pile foundation structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200456453U CN202466611U (en) | 2012-02-13 | 2012-02-13 | Lift-off type seismic reduction and isolation pile foundation structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202466611U true CN202466611U (en) | 2012-10-03 |
Family
ID=46914779
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2012200456453U Expired - Lifetime CN202466611U (en) | 2012-02-13 | 2012-02-13 | Lift-off type seismic reduction and isolation pile foundation structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202466611U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535499A (en) * | 2012-02-13 | 2012-07-04 | 上海市城市建设设计研究总院 | Lift-off type seismic isolation and reduction pile foundation structure |
| CN104805859A (en) * | 2015-05-08 | 2015-07-29 | 太原理工大学 | Ductility and energy consumption node for connecting tubular pipe head and bearing platform |
-
2012
- 2012-02-13 CN CN2012200456453U patent/CN202466611U/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535499A (en) * | 2012-02-13 | 2012-07-04 | 上海市城市建设设计研究总院 | Lift-off type seismic isolation and reduction pile foundation structure |
| CN104805859A (en) * | 2015-05-08 | 2015-07-29 | 太原理工大学 | Ductility and energy consumption node for connecting tubular pipe head and bearing platform |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20121003 |
|
| CX01 | Expiry of patent term |