CN105507352A - On-site self-balancing anti-pulling test method for grouted core of pipe pile - Google Patents
On-site self-balancing anti-pulling test method for grouted core of pipe pile Download PDFInfo
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- CN105507352A CN105507352A CN201610081408.5A CN201610081408A CN105507352A CN 105507352 A CN105507352 A CN 105507352A CN 201610081408 A CN201610081408 A CN 201610081408A CN 105507352 A CN105507352 A CN 105507352A
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- core
- pile tube
- steel plate
- shaped steel
- doughnut
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- 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)
- Piles And Underground Anchors (AREA)
Abstract
The invention belongs to the technical field of anti-pulling test devices and discloses an on-site self-balancing anti-pulling test method for a grouted core of a pipe pile. A load control system is arranged on a pipe pile for controlling a loading system to provide pulling force for a tensile bar, the pipe pile is used for providing counter force, and a displacement meter is utilized to measure the relative vertical displacement of the grouted core and the pipe pile wall. The method has the beneficial effects that the pipe pile is utilized to provide counter force, an anchoring system and a force transmission system are integrated into one, a force transmission steel girder is not required, and mutual interference between an anti-pulling device and the tensile bar can be avoided.
Description
Technical field
The invention belongs to pull-out test device technique field, particularly relate to a kind of on-the-spot self-balancing pullout tests method that pile tube fills with core.
Background technology
In order to strengthen the connection between pile tube and cushion cap or 2-section pipe stake, needing to arrange steel supporting plate, steel frame in pile tube inside, and filling with core, the degree of depth of filling with core depends on the adhesion strength of filling with between core and pile tube wall.Therefore, design parameters can be provided for filling with choosing of the core degree of depth by the adhesion strength that pullout tests test is filled with between core and pile tube wall at the scene.Traditional pullout tests generally uses vertical pressure resisting pile or natural ground as counterforce device, fill with between core tensile reinforcement and counterforce device and use girder steel power transmission, if the adhesion strength of filling with between core and pile tube wall is greater than the side friction between pile tube and soil around pile, there is bond damage between filling core and pile tube wall before, there is relative displacement between pile tube and soil around pile, comparatively large-engineering risk can be there is.If with fill with core pile tube wall this as counterforce device, then the operating space of pullout tests is subject to the restriction of pile tube diameter and extremely narrow and small, and the anti-pulling devices such as power transmission girder steel, jack can disturb mutually with the tensile reinforcement of filling with in core.
Summary of the invention
The object of the invention is to overcome existing existing anti-pulling device and the mutual defect disturbed of tensile reinforcement meeting of filling with in core, provide a kind of pile tube to fill with the on-the-spot self-balancing pullout tests method of core.
For solving the problems of the technologies described above, the technical scheme that the present invention's reality adopts is: a kind of pile tube fills with the on-the-spot self-balancing pullout tests method of core, load control system is arranged on pile tube, control load system provides pulling capacity to tensile reinforcement, and utilize pile tube to provide counter-force, utilize displacement meter to measure the relative vertical displacement of filling with between core and pile tube wall.
Further, pulling capacity is supplied to described tensile reinforcement by anchoring actuating system by described load system, described anchoring actuating system comprises vertical stiffener and is separately positioned on the upper doughnut-shaped steel plate at the upper and lower two ends of described vertical stiffener and lower doughnut-shaped steel plate, and described tensile reinforcement is fixed through tube core in described upper doughnut-shaped steel plate and lower doughnut-shaped steel plate and pile tube.The internal diameter of upper doughnut-shaped steel plate and lower doughnut-shaped steel plate is more bigger than pile tube internal diameter, vertical stiffener is be welded between upper doughnut-shaped steel plate, lower doughnut-shaped steel plate latticed vertically the intersection by a series of steel plate, plays anchoring tensile reinforcement simultaneously and the top power of load system is passed to the effect of tensile reinforcement.
Further, the upper surface that described vertical stiffener is given prominence in described tensile reinforcement upper end forms protruding end, the external stability of described protruding end is provided with anchor bar, and described anchor bar is bearing on described vertical stiffener, is provided with displacement meter above described filling core.
As preferably, described upper doughnut-shaped steel plate upper end is provided with the anchoring cushion block with through hole, and described tensile reinforcement, through described anchoring cushion block and described upper doughnut-shaped steel plate, it is resisted against bottom anchor bar on described anchoring cushion block.
As preferably, described pile tube is provided with annular gasket, described load system comprises jack, and described jack is arranged on described annular gasket.
Beneficial effect: utilize pile tube itself to provide counter-force in the application, and anchor system and actuating system are united two into one, without the need to power transmission girder steel, can avoid the mutual interference between anti-pulling device and tensile reinforcement.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, the present invention is further detailed explanation.
Fig. 1 is apparatus of the present invention top view;
Fig. 2 is a-a direction sectional view in Fig. 1.
In figure 1, pile tube, 2, fill with core, 3, tensile reinforcement, 4, annular backing plate, 5, jack, 6, lower doughnut-shaped steel plate, 7, latticed vertical stiffener, 8, upper doughnut-shaped steel plate, 9, anchor bar, 10, anchoring cushion block, 11, steel supporting plate, 13, displacement meter, 14, Magnetic gauge stand.
Detailed description of the invention
Embodiment
As illustrated in fig. 1 and 2, a kind of pile tube 1 fills with the pull-out test device of adhesive strength between core 2 and pile tube 1 wall, by the pile tube 1, annular backing plate 4, some jack 5, lower doughnut-shaped steel plate 6, vertical stiffener 7 and the upper doughnut-shaped steel plate 8 that set gradually on lower, described upper doughnut-shaped steel plate 8 upper end is provided with the anchoring cushion block 10 with through hole, described annular backing plate 4 internal diameter is greater than described pile tube 1 internal diameter, steel supporting plate 11 is provided with in described pile tube 1, be cast with in the pile tube 1 of described steel supporting plate more than 11 and fill with core 2, tensile reinforcement 3 is successively through described anchoring cushion block 10, upper annular steel, vertical stiffener 7, lower doughnut-shaped steel plate 6, annular backing plate 4, fill with core 2 to fix with described steel supporting plate 11, the upper surface that described vertical stiffener 7 is given prominence in described tensile reinforcement 3 upper end forms protruding end, the external stability of described protruding end is provided with anchor bar 9, be resisted against bottom described anchor bar 9 on described anchoring cushion block 10, displacement meter 13 is provided with above described filling core 2.
Be provided with lower doughnut-shaped steel plate 6 between described jack 5 and described vertical stiffener 7, be resisted against on described annular backing plate 4 bottom described jack 5, its output is resisted against on described lower doughnut-shaped steel plate 6.
Particularly, described vertical stiffener 7 in latticed, by the vertical cross weld of some steel plates on described between doughnut-shaped steel plate 8 and lower doughnut-shaped steel plate 6.Described annular backing plate 4 inwall is adsorbed with Magnetic gauge stand 14, and described displacement meter 13 is arranged on described Magnetic gauge stand 14.
Jack 5 with annular backing plate 4 and pile tube 1 wall for counterforce device, upwards doughnut-shaped steel plate 6, vertical stiffener 7, upper doughnut-shaped steel plate 8 under top anchoring actuating system, by anchoring actuating system and anchoring cushion block 10, anchor bar 9, top power is upwards passed to tensile reinforcement 3, tensile reinforcement 3 fills with core 2 to pull-up, displacement meter 13 records the relative vertical displacement of filling with between core 2 and pile tube 1 wall, until fill with core 2 and pile tube 1 wall generation bond damage or the adhesion strength that obtains when meeting design requirement, termination test.
Should be appreciated that specific embodiment described above only for explaining the present invention, being not intended to limit the present invention.Still be among protection scope of the present invention by spirit institute's apparent change of extending out of the present invention or change.
Claims (5)
1. the on-the-spot self-balancing pullout tests method of a pile tube filling core, it is characterized in that: load control system is arranged on pile tube, control load system provides pulling capacity to tensile reinforcement, and utilizes pile tube to provide counter-force, utilizes displacement meter to measure the relative vertical displacement of filling with between core and pile tube wall.
2. pile tube according to claim 1 fills with the on-the-spot self-balancing pullout tests method of core, it is characterized in that: pulling capacity is supplied to described tensile reinforcement by anchoring actuating system by described load system, described anchoring actuating system comprises vertical stiffener and is separately positioned on the upper doughnut-shaped steel plate at the upper and lower two ends of described vertical stiffener and lower doughnut-shaped steel plate, and described tensile reinforcement is fixed through tube core in described upper doughnut-shaped steel plate and lower doughnut-shaped steel plate and pile tube.
3. pile tube according to claim 2 fills with the on-the-spot self-balancing pullout tests method of core, it is characterized in that: the upper surface that described vertical stiffener is given prominence in described tensile reinforcement upper end forms protruding end, the external stability of described protruding end is provided with anchor bar, described anchor bar is bearing on described vertical stiffener, is provided with displacement meter above described filling core.
4. pile tube according to claim 3 fills with the on-the-spot self-balancing pullout tests method of core, it is characterized in that: described upper doughnut-shaped steel plate upper end is provided with the anchoring cushion block with through hole, described tensile reinforcement, through described anchoring cushion block and described upper doughnut-shaped steel plate, it is resisted against bottom anchor bar on described anchoring cushion block.
5. pile tube according to claim 1 fills with the on-the-spot self-balancing pullout tests method of core, and it is characterized in that: described pile tube is provided with annular gasket, described load system comprises jack, and described jack is arranged on described annular gasket.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610081408.5A CN105507352B (en) | 2016-02-04 | 2016-02-04 | Pile tube fills the live self-balancing pullout tests method of core |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610081408.5A CN105507352B (en) | 2016-02-04 | 2016-02-04 | Pile tube fills the live self-balancing pullout tests method of core |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105507352A true CN105507352A (en) | 2016-04-20 |
| CN105507352B CN105507352B (en) | 2017-09-29 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610081408.5A Active CN105507352B (en) | 2016-02-04 | 2016-02-04 | Pile tube fills the live self-balancing pullout tests method of core |
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| CN (1) | CN105507352B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109610444A (en) * | 2019-01-04 | 2019-04-12 | 中国地质大学（北京） | A kind of hanging stake and its construction method, shaft resistance force test method |
| CN111549830A (en) * | 2020-03-24 | 2020-08-18 | 北京城建设计发展集团股份有限公司 | Vertical uplift static load test method for uplift pile single pile of subway open cut station |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS62291333A (en) * | 1986-06-12 | 1987-12-18 | Takenaka Komuten Co Ltd | Load test for pile |
| CN203654335U (en) * | 2014-01-08 | 2014-06-18 | 山东省建筑科学研究院 | Disposable jack for self-balanced method test for prestressed pipe pile |
| CN104374649A (en) * | 2014-11-20 | 2015-02-25 | 广州市建筑科学研究院有限公司 | Testing device and method for observing shear deformation failure characteristics between tubular pile and grouting soil body |
| CN204803926U (en) * | 2015-06-16 | 2015-11-25 | 安徽省建筑科学研究设计院 | Prestressed concrete pipe pile resistance to plucking test device |
-
2016
- 2016-02-04 CN CN201610081408.5A patent/CN105507352B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS62291333A (en) * | 1986-06-12 | 1987-12-18 | Takenaka Komuten Co Ltd | Load test for pile |
| CN203654335U (en) * | 2014-01-08 | 2014-06-18 | 山东省建筑科学研究院 | Disposable jack for self-balanced method test for prestressed pipe pile |
| CN104374649A (en) * | 2014-11-20 | 2015-02-25 | 广州市建筑科学研究院有限公司 | Testing device and method for observing shear deformation failure characteristics between tubular pile and grouting soil body |
| CN204803926U (en) * | 2015-06-16 | 2015-11-25 | 安徽省建筑科学研究设计院 | Prestressed concrete pipe pile resistance to plucking test device |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109610444A (en) * | 2019-01-04 | 2019-04-12 | 中国地质大学（北京） | A kind of hanging stake and its construction method, shaft resistance force test method |
| CN111549830A (en) * | 2020-03-24 | 2020-08-18 | 北京城建设计发展集团股份有限公司 | Vertical uplift static load test method for uplift pile single pile of subway open cut station |
| CN111549830B (en) * | 2020-03-24 | 2021-08-06 | 北京城建设计发展集团股份有限公司 | Vertical uplift static load test method for uplift pile single pile of subway open cut station |
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| Publication number | Publication date |
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| CN105507352B (en) | 2017-09-29 |
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