CN104790421A - Variable rigidity energy consumption type joint for connecting tubular pile head with bearing platform - Google Patents
Variable rigidity energy consumption type joint for connecting tubular pile head with bearing platform Download PDFInfo
- Publication number
- CN104790421A CN104790421A CN201510230232.0A CN201510230232A CN104790421A CN 104790421 A CN104790421 A CN 104790421A CN 201510230232 A CN201510230232 A CN 201510230232A CN 104790421 A CN104790421 A CN 104790421A
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- China
- Prior art keywords
- disc
- cushion cap
- shaped spring
- bolt
- pile head
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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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Links
- 238000005265 energy consumption Methods 0.000 title abstract 3
- 239000004567 concrete Substances 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 238000010276 construction Methods 0.000 claims description 4
- 239000013536 elastomeric material Substances 0.000 claims description 4
- ZZUFCTLCJUWOSV-UHFFFAOYSA-N furosemide Chemical compound C1=C(Cl)C(S(=O)(=O)N)=CC(C(O)=O)=C1NCC1=CC=CO1 ZZUFCTLCJUWOSV-UHFFFAOYSA-N 0.000 claims description 3
- 235000014121 butter Nutrition 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 8
- 238000010008 shearing Methods 0.000 abstract description 6
- 238000005452 bending Methods 0.000 abstract description 4
- 230000006835 compression Effects 0.000 abstract description 2
- 238000007906 compression Methods 0.000 abstract description 2
- 230000005489 elastic deformation Effects 0.000 abstract description 2
- 230000003068 static effect Effects 0.000 abstract description 2
- 238000004806 packaging method and process Methods 0.000 abstract 2
- 108010043121 Green Fluorescent Proteins Proteins 0.000 description 2
- 102000004144 Green Fluorescent Proteins Human genes 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000005090 green fluorescent protein Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000011513 prestressed concrete Substances 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- 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
- E02D31/08—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 transmission of vibrations or movements in the foundation soil
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
- Foundations (AREA)
Abstract
The invention relates to a connection joint in a building structure, in particular to a variable rigidity energy consumption type joint for connecting a tubular pile head with a bearing platform. The variable rigidity energy consumption type joint comprises two disc-shaped spring structures of the same structure, a flexible outer packaging shell, a concrete expansion head, multiple bearing platform connecting anchor bolts and multiple pile head connecting anchor bolts. The disc-shaped spring structures are arranged between the bearing platform and the tubular pile head, the flexible outer packaging shell covers the two disc-shaped spring structures, and the concrete expansion head is poured to the tubular pile head. When the joint receives large external bending moment or shearing force or axial force, the spring structures provide certain resistance and can generate proper elastic corners or elastic deformation, seismic energy can be consumed, the bearing platform connecting anchor bolts and the pile head connecting anchor bolts are matched with the two disc-shaped spring structures, compression-resistant, tensile, bending-resistant and shearing-resistant bearing force needed when the static load or the movable load effect is achieved can be provided, and when the external effect disappears, the joint can be elastically reset and can be used without being restored.
Description
Technical field
The present invention relates to the connected node in building structure, specifically a kind of variation rigidity energy-dissipating type 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." seismic design provision in building code " GB50011-2010 that China is existing and at large discuss seismic design and the Method for Checking of said structure about the monograph of earthquake resistant structure aspect, but the seismic design of pile foundation is not thoroughly discussed, more not for the relevant discussion of pipe pile foundation anti-seismic problem.In current engineering practice, the connecting portion of tubular pile head and reinforced concrete pile cap is often only designed by detailing requiments, in fact not fully aware of to the antidetonation load-carrying properties of this node region.
Existing literature research shows, during violent earthquake effect, the connecting portion of tubular pile head and reinforced concrete pile cap is potential place of the plastic hinge.Earthquake shows that this node is difficult to keep elasticity, often occurs larger joint rotation, and cause Nodes concrete cracking or crush destroying, anchor bar is surrendered, and is difficult to detect and repair after shake.Pile tube (cut stake or the do not cut stake) pile crown proposed in existing national standards atlas " prestressed concrete pipe pile atlas " 10G409 and two kinds of connected node construction measures of cushion cap, a kind ofly be pile crown shallow embedding and arrange plain edition node when less (be applicable to horizontal force) of anchor bar, another kind is enhance green fluorescent protein when larger (be applicable to horizontal force) formed after being expanded in pile crown cross section on the former basis.It is generally acknowledged that the former belongs to the node that is articulated and connected, the latter belongs to and just connects connected node, but in fact the former also can provide certain resist torque, also corner to a certain degree can be there is in the latter, under violent earthquake effect, two kinds of nodes be all by own material destruction (as concrete cracking crush, reinforcement yielding) carry out earthquake energy for cost, because the connected node of pile crown and cushion cap is embedded in the soil body of below ground, therefore detect and reparation the destruction situation of above-mentioned node is extremely difficult.
Summary of the invention
The present invention occurs to destroy in order to the connected node solved between current tubular pile head and cushion cap and is difficult to the problem of repairing under violent earthquake effect, provides this kind of variation rigidity energy-dissipating type node be connected with cushion cap for tubular pile head.
The present invention is achieved by the following technical solutions: comprise and be located at the identical disc-shaped spring structure of two groups of structures between cushion cap and tubular pile head, be installed on the upper steel plate above between one group of disc-shaped spring structure and cushion cap, be installed on the lower steel plate below between one group of disc-shaped spring structure and tubular pile head, cover at the flexible outer package housing outside upper steel plate and lower steel plate, build the concrete enlarged footing in tubular pile head place, some cushion caps connect crab-bolt and some pile crowns connect crab-bolt
Often organizing disc-shaped spring structure is all that the upper butterfly spring sheet group that is mutually superimposed by some discoid disc spring films and lower disc spring film group are formed, described upper butterfly spring sheet group and the involutory setting of lower disc spring film group;
One end that each cushion cap connects crab-bolt is connected in cushion cap through two groups of disc-shaped spring structure edge circular holes, upper steel plates from the bottom to top successively, and the other end that each cushion cap connects crab-bolt is all by nut and the pad stop bit lower disc spring film group land edges in one group of disc-shaped spring structure below;
One end that each pile crown connects crab-bolt is connected in concrete enlarged footing through two groups of disc-shaped spring structure edge circular holes, lower steel plates from top to bottom successively, and the other end that each pile crown connects crab-bolt is all by nut and the pad stop bit upper butterfly spring sheet group land edges in one group of disc-shaped spring structure above.
Discuss based on research a series of in background technology, since under violent earthquake effect, it is unavoidable that the connected node of tubular pile head and cushion cap forms plastic hinge, so not as arranging artificial plastic hinge structure at this Nodes, i.e. the variation rigidity energy-dissipating type node be connected with cushion cap for tubular pile head of the present invention.This node is different from national standard drawing and concentrates the plain edition node of proposition and the mode of failure of enhance green fluorescent protein, this node is being subject to the larger moment of flexure in outside, shearing or axle masterpiece used time, its spring structure can produce suitable elastic angle or elastic deformation while providing certain drag, can earthquake energy, cushion cap connects crab-bolt and is connected crab-bolt with pile crown and matches with two groups of disc-shaped spring structures and can provide resistance to compression required when being subject to static load or Under Dynamic Load, tension, the bearing capacity of bending resistance and shearing resistance, after outside event resolves, node can realize elastic reset, need not repair and still can use.
Accompanying drawing explanation
Fig. 1 is a wherein structural representation of the variation rigidity energy-dissipating type node be connected with cushion cap for tubular pile head of the present invention.
Fig. 2 is another structural representation of the present invention.
Fig. 3 is that cushion cap connects crab-bolt and is connected the arrangement of crab-bolt above on one group of disc-shaped spring structure with pile crown and arranges figure.
Fig. 4 is that cushion cap connects crab-bolt and is connected the arrangement of crab-bolt below on one group of disc-shaped spring structure with pile crown and arranges figure.
In figure: 1-cushion cap, 2-pile tube, 3-upper butterfly spring sheet group, disc spring film group under 4-, 5-concrete enlarged footing, 6-cushion cap connects crab-bolt, and 7-pile crown connects crab-bolt, and 8-consume energy elastomeric material, 9-flexibility outer package housing, 10-upper steel plate, 11-lower steel plate.
Detailed description of the invention
For the variation rigidity energy-dissipating type node that tubular pile head is connected with cushion cap, comprise and be located at the identical disc-shaped spring structure of two groups of structures between cushion cap 1 and pile tube 2 pile crown, be installed on the upper steel plate 10 above between one group of disc-shaped spring structure and cushion cap 1, be installed on the lower steel plate 11 below between one group of disc-shaped spring structure and pile tube 2 pile crown, cover at the flexible outer package housing 9 outside upper steel plate 10 and lower steel plate 11, build the concrete enlarged footing 5 in pile tube 2 pile crown place, some cushion caps connect crab-bolt 6 and some pile crowns connect crab-bolt 7
Often organizing disc-shaped spring structure is all that the upper butterfly spring sheet group 3 that is mutually superimposed by some discoid disc spring films and lower disc spring film group 4 are formed, described upper butterfly spring sheet group 3 and the involutory setting of lower disc spring film group 4;
One end that each cushion cap connects crab-bolt 6 is connected in cushion cap 1 through two groups of disc-shaped spring structure edge circular holes, upper steel plates 10 from the bottom to top successively, and the other end that each cushion cap connects crab-bolt 6 is all by nut and pad stop bit lower disc spring film group 4 land edges in one group of disc-shaped spring structure below;
One end that each pile crown connects crab-bolt 7 is connected in concrete enlarged footing 5 through two groups of disc-shaped spring structure edge circular holes, lower steel plates 11 from top to bottom successively, and the other end that each pile crown connects crab-bolt 7 is all by nut and pad stop bit upper butterfly spring sheet group 3 land edges in one group of disc-shaped spring structure above.
During concrete enforcement, the axis of two groups of disc-shaped spring structures and the axis of pile tube 2 are located along the same line.
See Fig. 2 and Fig. 3, cushion cap connection crab-bolt 6 and pile crown are connected the uniform interval of crab-bolt 7 one-tenth and arrange and be positioned at circumferentially same.Crab-bolt is buried certain depth, and this setting can ensure enough anchored force.
See Fig. 1, between the upper butterfly spring sheet group 3 of involutory setting and lower disc spring film group 4, be filled with power consumption elastomeric material 8.Power consumption elastomeric material 8(damping material) effect match with group disc-shaped spring structure can earthquake energy further, realize elastic reset fast after geological process, do not need to repair node, still can ensure that continuation is used safely.
Be filled with anticorrosion butter in flexible outer package housing 9 internal construction space, realize node anticorrosion.
Claims (5)
1. for variation rigidity energy-dissipating type node that tubular pile head is connected with cushion cap, it is characterized in that, comprise and be located at the identical disc-shaped spring structure of two groups of structures between cushion cap (1) and pile tube (2) pile crown, be installed on the upper steel plate (10) above between one group of disc-shaped spring structure and cushion cap (1), be installed on the lower steel plate (11) below between one group of disc-shaped spring structure and pile tube (2) pile crown, cover at the flexible outer package housing (9) in upper steel plate (10) and lower steel plate (11) outside, build the concrete enlarged footing (5) in pile tube (2) pile crown place, some cushion caps connect crab-bolt (6) and some pile crowns connect crab-bolt (7),
Often organizing disc-shaped spring structure is all that the upper butterfly spring sheet group (3) that is mutually superimposed by some discoid disc spring films and lower disc spring film group (4) are formed, described upper butterfly spring sheet group (3) and lower disc spring film group (4) involutory setting;
One end that each cushion cap connects crab-bolt (6) is connected in cushion cap (1) through two groups of disc-shaped spring structure edge circular holes, upper steel plates (10) from the bottom to top successively, and the other end that each cushion cap connects crab-bolt (6) is all by nut and pad stop bit lower disc spring film group (4) land edges in one group of disc-shaped spring structure below;
One end that each pile crown connects crab-bolt (7) is connected in concrete enlarged footing (5) through two groups of disc-shaped spring structure edge circular holes, lower steel plates (11) from top to bottom successively, and the other end that each pile crown connects crab-bolt (7) is all by nut and pad stop bit upper butterfly spring sheet group (3) land edges in one group of disc-shaped spring structure above.
2. the variation rigidity energy-dissipating type node be connected with cushion cap for tubular pile head according to claim 1, it is characterized in that, the axis of the axis of two groups of disc-shaped spring structures and pile tube (2) is located along the same line.
3. the variation rigidity energy-dissipating type node be connected with cushion cap for tubular pile head according to claim 2, is characterized in that, cushion cap connection crab-bolt (6) and pile crown are connected crab-bolt (7) and become uniform interval to arrange and be positioned at circumferentially same.
4. the variation rigidity energy-dissipating type node be connected with cushion cap for tubular pile head according to claim 1 or 2 or 3, is characterized in that, is filled with power consumption elastomeric material (8) between the upper butterfly spring sheet group (3) of involutory setting and lower disc spring film group (4).
5. the variation rigidity energy-dissipating type node be connected with cushion cap for tubular pile head according to claim 4, is characterized in that, is filled with anticorrosion butter in flexible outer package housing (9) internal construction space.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510230232.0A CN104790421B (en) | 2015-05-08 | 2015-05-08 | For the variation rigidity energy-dissipating type node that tubular pile head is connected with cushion cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510230232.0A CN104790421B (en) | 2015-05-08 | 2015-05-08 | For the variation rigidity energy-dissipating type node that tubular pile head is connected with cushion cap |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104790421A true CN104790421A (en) | 2015-07-22 |
| CN104790421B CN104790421B (en) | 2016-04-20 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510230232.0A Expired - Fee Related CN104790421B (en) | 2015-05-08 | 2015-05-08 | For the variation rigidity energy-dissipating type node that tubular pile head is connected with cushion cap |
Country Status (1)
| Country | Link |
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| CN (1) | CN104790421B (en) |
Cited By (5)
| 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 |
| 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 |
| CN110258613A (en) * | 2019-07-02 | 2019-09-20 | 山东科技大学 | A kind of land single pile is inverted double barrels type wind power foundation and its application method |
| CN111809645A (en) * | 2020-07-16 | 2020-10-23 | 陈焕忠 | Green building pile foundation structure |
| CN114059574A (en) * | 2021-10-27 | 2022-02-18 | 中国电建集团山东电力建设第一工程有限公司 | Assembled flexible shock attenuation spiral anchor basis and transmission tower |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001032295A (en) * | 1999-07-27 | 2001-02-06 | Kurosawa Construction Co Ltd | Energy absorbing structure in pile top joining part |
| JP2006169787A (en) * | 2004-12-15 | 2006-06-29 | Fujita Corp | Structure for joining pile and footing together |
| JP2008014118A (en) * | 2006-07-05 | 2008-01-24 | Crown:Kk | Low fixing degree pile head joint structure with bearing body |
| CN203320539U (en) * | 2013-06-18 | 2013-12-04 | 中建三局第二建设工程有限责任公司 | Steel structural connection element used for connecting pipe pile and bearing platform |
| CN103711139A (en) * | 2012-09-29 | 2014-04-09 | 上海中技桩业股份有限公司 | Semi-rigid connection structure between pile foundation and bearing platform |
| CN203755330U (en) * | 2014-01-20 | 2014-08-06 | 重庆科创职业学院 | Reinforced concrete pile foundation structure for bearing platform construction |
-
2015
- 2015-05-08 CN CN201510230232.0A patent/CN104790421B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001032295A (en) * | 1999-07-27 | 2001-02-06 | Kurosawa Construction Co Ltd | Energy absorbing structure in pile top joining part |
| JP2006169787A (en) * | 2004-12-15 | 2006-06-29 | Fujita Corp | Structure for joining pile and footing together |
| JP2008014118A (en) * | 2006-07-05 | 2008-01-24 | Crown:Kk | Low fixing degree pile head joint structure with bearing body |
| CN103711139A (en) * | 2012-09-29 | 2014-04-09 | 上海中技桩业股份有限公司 | Semi-rigid connection structure between pile foundation and bearing platform |
| CN203320539U (en) * | 2013-06-18 | 2013-12-04 | 中建三局第二建设工程有限责任公司 | Steel structural connection element used for connecting pipe pile and bearing platform |
| CN203755330U (en) * | 2014-01-20 | 2014-08-06 | 重庆科创职业学院 | Reinforced concrete pile foundation structure for bearing platform construction |
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 |
| 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 |
| CN110258613A (en) * | 2019-07-02 | 2019-09-20 | 山东科技大学 | A kind of land single pile is inverted double barrels type wind power foundation and its application method |
| CN111809645A (en) * | 2020-07-16 | 2020-10-23 | 陈焕忠 | Green building pile foundation structure |
| CN114059574A (en) * | 2021-10-27 | 2022-02-18 | 中国电建集团山东电力建设第一工程有限公司 | Assembled flexible shock attenuation spiral anchor basis and transmission tower |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104790421B (en) | 2016-04-20 |
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Effective date of registration: 20210520 Address after: 030000 No.A, 18 / F, block B, building 1 (Jinmao Building), No.1 Pingyang Road, Xiaodian District, Taiyuan City, Shanxi Province Patentee after: Shanxi Chenzhi Civil Engineering Technology Co.,Ltd. Address before: 030024 No. 79 West Main Street, Taiyuan, Shanxi, Yingze Patentee before: Taiyuan University of Technology |
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