CN104805859A - Ductility and energy consumption node for connecting tubular pipe head and bearing platform - Google Patents
Ductility and energy consumption node for connecting tubular pipe head and bearing platform Download PDFInfo
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- CN104805859A CN104805859A CN201510230178.XA CN201510230178A CN104805859A CN 104805859 A CN104805859 A CN 104805859A CN 201510230178 A CN201510230178 A CN 201510230178A CN 104805859 A CN104805859 A CN 104805859A
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Abstract
The invention relates to a connection node in a building structure, and particularly relates to a ductility and energy consumption node for connecting a tubular pipe head and a bearing platform. The ductility and energy consumption node comprises a PHC tubular pile with a pile head deeply entering the concrete bearing platform, wherein four vertical seams are formed in the upper part of the wall of the PHC tubular pile from top to bottom, and the upper tubular wall of the PHC tubular pile is divided by the four vertical seams into four tubular clacks. By adopting the ductility and energy consumption node, the rigidness of the pile head is reduced, the shear span ratio of the pile head is increased, the damage form of the node part under the action of earthquake can be controlled when the vertical load requirement is met, the node part is mainly curved, the shear damage of the node part can be avoided, and the shear resistance of the pile head can be improved.
Description
Technical field
The present invention relates to the connected node in building structure, specifically a kind of ductility energy dissipation node be connected with cushion cap for tubular pile head.
Background technology
China is the multiple country of an earthquake, highlight lines (being greater than 8 degree) earthquake zone is widely distributed, pre-stressed concrete pipe pile foundation, as one of the important form of pile foundation, to be applied in high intensity Zone, must relate to seismic design and the construction of pipe pile foundation.Force analysis shows, during violent earthquake effect, the connected node region of pile for prestressed pipe and cushion cap is subject to the compound action of maximum moment of flexure, shearing and axle power simultaneously, and internal stress situation is very complicated, and its antidetonation load-carrying properties are of crucial importance for the seismic seeurity of total.But, due to the feature of the hollow section of PHC pile tube, its pile body is all obviously weaker than the entity pile-type of equidimension in shearing resistance, bending rigidity and bearing capacity etc., particularly its opposing horizontal loading ability inadequate natural endowment, limit its highlight lines provide fortification against earthquakes area applying.
Repeatedly the seismic demage analysis of earthquake all shows that pile tube sheared destruction may occur under geological process.Relevant scholar gathers buildings pile mode of failure in Japan, osmanli typical earthquake several times, find the sheared destruction that reinforced concrete pipe pile (comprising PC pile tube and PHC pile tube) major part is pile foundation and cushion cap junction, especially mostly occur below pile crown and cushion cap junction, cushion cap and soft or hard soil layer intersection.As everyone knows, sheared destruction is different from by curved destruction, and Brittleness is obvious, and without obvious sign before destroying, pile tube, once sheared destruction, will completely lose the enabling capabilities to superstructure, endangers larger.
Studies in China personnel take and tamp pore, spiral stirrup is joined in increasing, mixing of steel fiber or the direct method strengthening pile crown cross section in concrete, object is all the shear-carrying capacity directly increasing pile tube top pile body, but the reinforcement of stake top constraint type also improves the coupling stiffness of tubular pile head and cushion cap, makes it to be tending towards consolidated node simultaneously.Data shows, under equal size horizontal force action, the single pile horizontal movement of consolidated node constraint reduces about half than the horizontal movement of hinge knot joint constraint single pile, and stake bending square absolute value is more many greatly than the situation of hinge knot.The reinforcement of node shear-carrying capacity but brings the not enough negative effect of bending resistance carrying, is forced to continue to strengthen node, enters vicious circle, cause waste of material.And, due to the uncertainty of geological process size, above-mentioned strengthening measure is only the requirement of structure aspect, also there is no ripe design calculation theory, when pile foundation suffers violent earthquake effect, can strengthened pile crown and cushion cap connected node really avoid the shear failure of brittleness still doubtful.
Summary of the invention
The present invention in order to promote pile tube highlight lines provide fortification against earthquakes area applying, provide a kind of ductility energy dissipation node be connected with cushion cap for tubular pile head.
The present invention is achieved by the following technical solutions: the ductility energy dissipation node be connected with cushion cap for tubular pile head, comprise the PHC pile tube that pile crown gos deep into concrete bearing platform inside, described PHC pile tube tube wall top has four perps from top to bottom, and PHC pile tube top tube wall is divided into four pipe lobes by four perps.
The ductility energy dissipation node be connected with cushion cap for tubular pile head of the present invention, reduce pile crown rigidity, increase the ratio of shear span to effective depth of section of pile crown, the mode of failure of Controlling vertex position under geological process under the requirement meeting vertical carrying, make it the destruction that mainly bends, avoid shear failure, improve the shear behavior of pile crown.
Accompanying drawing explanation
Fig. 1 is the structural representation of the ductility energy dissipation node be connected with cushion cap for tubular pile head of the present invention.
Fig. 2 is the A-A sectional drawing in Fig. 1.
Fig. 3 is the B-B sectional drawing in Fig. 1.
Fig. 4 is the C-C sectional drawing in Fig. 1.
Fig. 5 is the connection diagram of concrete bearing platform and PHC pile tube.
In figure: 1-concrete bearing platform, 2-PHC pile tube, 3-perps, 4-nonprestressed reinforcement, 5-steel end plate, 6-prestressed reinforcement, 7-spiral stirrup, 8-elastomeric material, 9-steel mesh reinforcement.
Detailed description of the invention
For the ductility energy dissipation node that tubular pile head is connected with cushion cap, comprise the PHC pile tube 2 that pile crown gos deep into concrete bearing platform 1 inside, described PHC pile tube 2 tube wall top has four perps, 3, four perps 3 from top to bottom and PHC pile tube 2 top tube wall is divided into four pipe lobes.During concrete use, the degree of depth that pile crown gos deep into concrete bearing platform 1 inside is the pile tube external diameter of a times, forms effective position of fixity; The length of perps 3 is the pile tube external diameter of four times.
During embody rule, in each pipe lobe of PHC pile tube 2, be along the circumferential direction evenly equipped with some nonprestressed reinforcements 4, and PHC pile tube 2 one tube wall is goed deep in the lower end of nonprestressed reinforcement 4.Increase nonprestressed reinforcement 4 and can improve each pipe lobe anti-bending bearing capacity separately.
During concrete enforcement, the pile crown tip shroud of PHC pile tube 2 is stamped steel end plate 5, wherein be arranged at intervals with prestressed reinforcement 6 along same circumferencial direction and nonprestressed reinforcement 4 in a pipe lobe, in other pipe lobes, prestressed reinforcement 6 is symmetrical arranged with center line with prestressed reinforcement 6 in this pipe lobe, and the prestressed reinforcement 6 elongated PHC of being arranged at pile tube 2 tube wall is interior and its upper end is anchored in steel end plate 5.Ensure that the continuous whole of pile tube longitudinal direction.
Further, the PHC pile tube 2 middle and upper part tube wall being positioned at nonprestressed reinforcement 4 and prestressed reinforcement 6 periphery is provided with spiral stirrup 7.Each pipe lobe is uninterruptedly linked together, holding tube pile head spiral stirrup 7 continuous whole.
And the cylinder interior that described spiral stirrup 7 is formed is filled with elastomeric material 8.Elastomeric material 8 can earthquake energy as damping material.
In addition, the inner the upper and lower of concrete bearing platform 1 are equipped with the steel mesh reinforcement 9 be made up of horizontal bar and vertical muscle, and concrete bearing platform 1 inner lower floor steel mesh reinforcement 9 is placed through in PHC pile tube 2 by perps 3.The continuity that concrete bearing platform 1 connects with PHC pile tube 2 can be ensured.
Claims (6)
1. for ductility energy dissipation node that tubular pile head is connected with cushion cap, it is characterized in that, comprise pile crown and go deep into the inner PHC pile tube (2) of concrete bearing platform (1), described PHC pile tube (2) tube wall top has four perps (3) from top to bottom, and PHC pile tube (2) top tube wall is divided into four pipe lobes by four perps (3).
2. the ductility energy dissipation node be connected with cushion cap for tubular pile head according to claim 1, it is characterized in that, along the circumferential direction be evenly equipped with some nonprestressed reinforcements (4) in each pipe lobe of PHC pile tube (2), and PHC pile tube (2) one tube wall is goed deep in the lower end of nonprestressed reinforcement (4).
3. the ductility energy dissipation node be connected with cushion cap for tubular pile head according to claim 2, it is characterized in that, the pile crown tip shroud of PHC pile tube (2) is stamped steel end plate (5), wherein be arranged at intervals with prestressed reinforcement (6) along same circumferencial direction and nonprestressed reinforcement (4) in a pipe lobe, in other pipe lobes, prestressed reinforcement (6) is symmetrical arranged with center line with prestressed reinforcement (6) in this pipe lobe, and prestressed reinforcement (6) the elongated PHC of being arranged at pile tube (2) tube wall is interior and its upper end is anchored in steel end plate (5).
4. the ductility energy dissipation node be connected with cushion cap for tubular pile head according to claim 3, it is characterized in that, PHC pile tube (2) the middle and upper part tube wall being positioned at nonprestressed reinforcement (4) and prestressed reinforcement (6) periphery is provided with spiral stirrup (7).
5. the ductility energy dissipation node be connected with cushion cap for tubular pile head according to claim 4, is characterized in that, the cylinder interior that described spiral stirrup (7) is formed is filled with elastomeric material (8).
6. the ductility energy dissipation node be connected with cushion cap for tubular pile head according to claim any in claim 1 to 5, it is characterized in that, concrete bearing platform (1) inner the upper and lower are equipped with the steel mesh reinforcement (9) be made up of horizontal bar and vertical muscle, and concrete bearing platform (1) inner lower floor steel mesh reinforcement (9) is placed through in PHC pile tube (2) by perps (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510230178.XA CN104805859B (en) | 2015-05-08 | 2015-05-08 | The ductility energy dissipation node being connected with cushion cap for tubular pile head |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510230178.XA CN104805859B (en) | 2015-05-08 | 2015-05-08 | The ductility energy dissipation node being connected with cushion cap for tubular pile head |
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| CN104805859A true CN104805859A (en) | 2015-07-29 |
| CN104805859B CN104805859B (en) | 2016-09-14 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106351217A (en) * | 2016-09-20 | 2017-01-25 | 太原理工大学 | Self-resetting multidimensional damping pipe pile group foundation and construction method |
| CN111827270A (en) * | 2020-07-20 | 2020-10-27 | 国网山东省电力公司潍坊供电公司 | Direct-connection hollow PHC pipe pile mechanism, pole tower construction method and manufacturing method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000120079A (en) * | 1998-10-16 | 2000-04-25 | Ohbayashi Corp | Base isolation structure of pile |
| CN102031789A (en) * | 2010-12-15 | 2011-04-27 | 哈尔滨工程大学 | Flexible connecting structure for bearing platform and pile |
| 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 |
| CN202809633U (en) * | 2012-10-10 | 2013-03-20 | 上海市城市建设设计研究总院 | Connecting structure of pre-stressed high-strength concrete (PHC) pipe pile and bearing platform |
| CN203905036U (en) * | 2014-03-17 | 2014-10-29 | 太原理工大学 | Stiff filling core structure of pre-stressed concrete pipe pile |
-
2015
- 2015-05-08 CN CN201510230178.XA patent/CN104805859B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000120079A (en) * | 1998-10-16 | 2000-04-25 | Ohbayashi Corp | Base isolation structure of pile |
| CN102031789A (en) * | 2010-12-15 | 2011-04-27 | 哈尔滨工程大学 | Flexible connecting structure for bearing platform and pile |
| 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 |
| CN202809633U (en) * | 2012-10-10 | 2013-03-20 | 上海市城市建设设计研究总院 | Connecting structure of pre-stressed high-strength concrete (PHC) pipe pile and bearing platform |
| CN203905036U (en) * | 2014-03-17 | 2014-10-29 | 太原理工大学 | Stiff filling core structure of pre-stressed concrete pipe pile |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106351217A (en) * | 2016-09-20 | 2017-01-25 | 太原理工大学 | Self-resetting multidimensional damping pipe pile group foundation and construction method |
| CN106351217B (en) * | 2016-09-20 | 2018-07-17 | 太原理工大学 | A kind of Self-resetting multidimensional damping tube pile group pile foundation and construction method |
| CN111827270A (en) * | 2020-07-20 | 2020-10-27 | 国网山东省电力公司潍坊供电公司 | Direct-connection hollow PHC pipe pile mechanism, pole tower construction method and manufacturing method |
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| Publication number | Publication date |
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| CN104805859B (en) | 2016-09-14 |
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