CN102535499A - Lift-off type seismic isolation and reduction pile foundation structure - Google Patents
Lift-off type seismic isolation and reduction pile foundation structure Download PDFInfo
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- CN102535499A CN102535499A CN2012100311957A CN201210031195A CN102535499A CN 102535499 A CN102535499 A CN 102535499A CN 2012100311957 A CN2012100311957 A CN 2012100311957A CN 201210031195 A CN201210031195 A CN 201210031195A CN 102535499 A CN102535499 A CN 102535499A
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Abstract
The invention discloses a lift-off type seismic isolation and reduction pile foundation structure. The lift-off type seismic isolation and reduction pile foundation structure comprises file foundations and a bearing platform; a seismic isolation and reduction sleeve is sleeved on the pile top of each pile foundation; each seismic isolation and reduction sleeve and each pile top can slide relative to each other; and each seismic isolation and reduction sleeve is fixedly connected with the bearing platform by connection reinforcing steel bars extending into the bearing platform. The lift-off type seismic isolation and reduction pile foundation structure has a very good seismic reduction effect under the seismic action, and the pile foundations are not pulled, so the pile foundations can be prevented from broken; tension force is released, and the pressure of the pile foundation of the pressed side is reduced, so the stress of single pile under the seismic condition can be reduced conveniently; and the tension force is released, and a swinging seismic foundation is actually formed, so the seismic effect on piers and supports is effectively reduced, seismic damage is reduced, and traffic can be recovered after earthquake.
Description
Technical field
The present invention relates to technical field of buildings, relate in particular to a kind of formula of lifting from and subtract 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.
Summary of the invention
Because the above-mentioned defective of prior art, technical problem to be solved by this invention 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 invention provides a kind of formula of lifting from and subtract the shock insulation piling strtucture, comprise 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 invention has the beneficial effects as follows:
The formula of lifting from of the present invention 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 of the present invention, concrete structure and generation is described further, to understand the object of the invention, characteristic and effect fully.
Description of drawings
Fig. 1 is the structural representation of one embodiment of the invention.
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 present invention 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.
Adopt of the present invention lift from formula and subtract the shock insulation piling strtucture after, when geological process, this structure allows bridge pile foundation plinth and pile body disengaging, 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 present invention subtracts the shock insulation piling strtucture power transmission pattern between pile body and the cushion cap that makes and is: 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 preferred embodiment of the present invention in detail.Should be appreciated that those of ordinary skill in the art need not creative work and just can design according to the present invention make many modifications and variation.Therefore, all technician in the art all should be in the determined protection domain by claims under this invention's idea on the basis of existing technology through the available technical scheme of logical analysis, reasoning, or a limited experiment.
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 |
|---|---|---|---|
| CN2012100311957A CN102535499A (en) | 2012-02-13 | 2012-02-13 | Lift-off type seismic isolation and reduction pile foundation structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012100311957A CN102535499A (en) | 2012-02-13 | 2012-02-13 | Lift-off type seismic isolation and reduction pile foundation structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN102535499A true CN102535499A (en) | 2012-07-04 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2012100311957A Pending CN102535499A (en) | 2012-02-13 | 2012-02-13 | Lift-off type seismic isolation and reduction pile foundation structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105625460A (en) * | 2016-03-11 | 2016-06-01 | 广州市建筑科学研究院有限公司 | Damping device used for connecting pile foundation and bearing platform and construction method of damping device |
| CN107653898A (en) * | 2017-10-20 | 2018-02-02 | 宁波大学 | A kind of earthquake-proof foundation being applied in subway and construction method |
| CN109235659A (en) * | 2018-10-23 | 2019-01-18 | 北京市建筑设计研究院有限公司 | A kind of band can lift-off device friction-pendulum shock-insulation support and its construction method |
| CN113356029A (en) * | 2021-06-22 | 2021-09-07 | 天津市政工程设计研究总院有限公司 | Bridge shock-absorbing structure suitable for pile group foundation |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000120079A (en) * | 1998-10-16 | 2000-04-25 | Ohbayashi Corp | Base isolation structure of pile |
| JP2003253689A (en) * | 2002-02-28 | 2003-09-10 | Heihachi Hayashi | Aseismatic pile group structural body |
| CN1458345A (en) * | 2003-04-29 | 2003-11-26 | 立基工程有限公司 | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method |
| JP2009035927A (en) * | 2007-08-01 | 2009-02-19 | Shimizu Corp | Method of reinforcing existing structure foundation, and reinforcing structure |
| CN201424651Y (en) * | 2009-08-20 | 2010-03-17 | 王彭胜 | Combined type pile steel protection tube |
| CN202466611U (en) * | 2012-02-13 | 2012-10-03 | 上海市城市建设设计研究总院 | Lift-off type seismic reduction and isolation pile foundation structure |
-
2012
- 2012-02-13 CN CN2012100311957A patent/CN102535499A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000120079A (en) * | 1998-10-16 | 2000-04-25 | Ohbayashi Corp | Base isolation structure of pile |
| JP2003253689A (en) * | 2002-02-28 | 2003-09-10 | Heihachi Hayashi | Aseismatic pile group structural body |
| CN1458345A (en) * | 2003-04-29 | 2003-11-26 | 立基工程有限公司 | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method |
| JP2009035927A (en) * | 2007-08-01 | 2009-02-19 | Shimizu Corp | Method of reinforcing existing structure foundation, and reinforcing structure |
| CN201424651Y (en) * | 2009-08-20 | 2010-03-17 | 王彭胜 | Combined type pile steel protection tube |
| CN202466611U (en) * | 2012-02-13 | 2012-10-03 | 上海市城市建设设计研究总院 | Lift-off type seismic reduction and isolation pile foundation structure |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105625460A (en) * | 2016-03-11 | 2016-06-01 | 广州市建筑科学研究院有限公司 | Damping device used for connecting pile foundation and bearing platform and construction method of damping device |
| CN107653898A (en) * | 2017-10-20 | 2018-02-02 | 宁波大学 | A kind of earthquake-proof foundation being applied in subway and construction method |
| CN107653898B (en) * | 2017-10-20 | 2023-01-31 | 宁波大学 | Anti-seismic foundation applied to subway and construction method |
| CN109235659A (en) * | 2018-10-23 | 2019-01-18 | 北京市建筑设计研究院有限公司 | A kind of band can lift-off device friction-pendulum shock-insulation support and its construction method |
| CN109235659B (en) * | 2018-10-23 | 2023-06-13 | 北京市建筑设计研究院有限公司 | Friction pendulum vibration isolation support with lifting device and construction method thereof |
| CN113356029A (en) * | 2021-06-22 | 2021-09-07 | 天津市政工程设计研究总院有限公司 | Bridge shock-absorbing structure suitable for pile group foundation |
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Application publication date: 20120704 |