CN2581522Y - Tester for large diameter pile self-anchoring type single pile bearing capacity - Google Patents
Tester for large diameter pile self-anchoring type single pile bearing capacity Download PDFInfo
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- CN2581522Y CN2581522Y CN 02238295 CN02238295U CN2581522Y CN 2581522 Y CN2581522 Y CN 2581522Y CN 02238295 CN02238295 CN 02238295 CN 02238295 U CN02238295 U CN 02238295U CN 2581522 Y CN2581522 Y CN 2581522Y
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- pile
- plate
- bearing
- sleeve pipe
- pipe
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Abstract
The utility model relates to a bearing capacity tester for a self-anchoring type single pile of a large diameter pile, which is composed of test piles (1), a protective sleeve pipe (2), a press bearing pipe (3), a loading jack (4), a shim plate (5), an upper supporting plate (6), a reinforcing bars (7-1) in a pile, a sleeve pipe reinforcing bars (7-2), a loading plate (8) and an oil pressure gauge (9), wherein one end of the press bearing pipe (3) is arranged on the loading plate, the protective sleeve pipe is sheathed outside the press bearing pipe, and the lower end of the protective sleeve pipe is arranged on the loading plate; the test piles which are cast are arranged at the periphery of the protective sleeve pipe, the shim plate is arranged at the top end of the press bearing pipe, and the loading jack is connected between the shim plate and the upper supporting plate; the oil pressure gauge (9) is connected to the loading hoisting jack, and the reinforcing bars in a pile or the sleeve pipe reinforcing bars are connected between the upper supporting plate and the test piles, and between the upper supporting plate and the protective sleeve pipe. The utility model has the advantages of material saving, high work efficiency, etc.; the utility model can calculate the bearing capacities of various specification piles according to the calculation formula through a value resulted by one-time tested.
Description
Technical field: the utility model relates to large diameter pile self-anchoring type single pile bearing force test device.
Background technology: building is after civil engineering, to measure its supporting capacity to construction quality, the test of the bearing capacity of single pile of major diameter (diameter is greater than 800 millimeters) stake at present, major part is all selected the method for " four anchors one " for use, so-called " four anchors one " method promptly is to be provided with 4 anchoring piles around test pile, on a pair of anchoring pile, placing little girder steel, on two little girder steels of two pairs of anchoring piles, placing big girder steel, the bottom surface contact test stake of big girder steel is tested, and measures the bearing capacity of test pile.Can only determine bearing capacity to the stake of selected specifications and models with this kind method.This result can only be identical with selected specifications and models the stake, under same soil condition, differentiate.Can't infer bearing capacity numerical value with the stake inequality of test pile specifications and models.Shortcomings such as the method for " four anchors one " also exists the consumption lot of materials, and is time-consuming, long in time limit can not satisfy the requirement of large diameter pile development.
The utility model content: the purpose of this utility model is a kind of large diameter pile self-anchoring type bearing capacity of single pile experimental rig of development, it should have in light weight, volume is little, compact conformation, can carry out supporting capacity to large diameter pile by himself and measure, can save the substantive test material, save minute, improve and measure work efficiency, determination data characteristic of accurate.The utility model is made of arrangement of reinforcement 7-1, sleeve pipe arrangement of reinforcement 7-2, load plate 8 and oil pressure gauge 9 in test pile 1, protective casing 2, pressure-bearing pipe 3, loading jack 4, backing plate 5, upper bearing plate 6, the stake.One end of pressure-bearing pipe 3 is put on load plate 8; suit protective casing 2 in the outside of pressure-bearing pipe 3; put on load plate 8 lower end of protective casing 2; around protective casing 2 is the test pile 1 of fluid concrete; connecting backing plate 5 on the top of pressure-bearing pipe 3; between backing plate 5 and upper bearing plate 6, be connected loading jack 4; oil pressure gauge 9 is installed on loading jack 4; between upper bearing plate 6 and test pile 1, be connected arrangement of reinforcement 7-1 in the stake, between upper bearing plate 6 and protective casing 2, be connected sleeve pipe arrangement of reinforcement 7-2.The utility model is used for after the building civil engineering test to the large diameter pile single pile bearing capacity, compare with traditional " four anchors one " method, saved a large amount of test materials, have in light weight, volume is little, compact conformation, can carry out supporting capacity to large diameter pile by himself and measure, can save the substantive test material, save minute, improve and measure work efficiency, determination data advantage accurately.The utility model also has the data that tested out by the test pile test to a kind of specifications and models in addition, according to design formulas, can draw the advantage of the carrying data of other specification stake.
Description of drawings: Fig. 1 is a structural representation of the present utility model.
The specific embodiment: present embodiment is arranged on underground test pile hole bottom level and is placing load plate 8; on load plate 8, vertically putting pressure-bearing pipe 3; suit protective casing 2 in the outside of pressure-bearing pipe 3; vertically put on load plate 8 lower end of protective casing 2; the top of pressure-bearing pipe 3 is connecting backing plate 5; between backing plate 5 and upper bearing plate 6, be connected loading jack 4; oil pressure gauge 9 is installed on loading jack 4; arrangement of reinforcement 7-1 is connected on the upper bearing plate 6 in the stake in test pile 1; between upper bearing plate 6 and protective casing 2, be connected sleeve pipe arrangement of reinforcement 7-2, promptly constituting large diameter pile self-anchoring type bearing capacity of single pile experimental rig.During use; the torus space fluid concrete that forms between underground test pile hole and protective casing 2; after concrete setting reached certain intensity, the oil pressure gauge 9 on the promptly available loading jack 4 tested out extreme end resistance standard value qpk or limit side friction standard value qsik.After testing out needed numerical value, pressure-bearing pipe 3 is extracted out from the test pile 1 of cast in advance, fluid concrete in pressure-bearing pipe 3 formed holes fills up the hole with concrete again.Can calculate vertical ultimate bearing capacity of single pile standard value Quk according to following formula:
Quk＝u∑qsikLi+qpkAp
U-stake footpath girth in the formula, the Li-stake is long, Ap-pile bearing face.
From above-mentioned formula, need only as can be seen and select a kind of stake of specifications and models to test out extreme end resistance standard value qpk and limit side friction standard value qsik, according to designed stake footpath girth u, the numerical value of long Li of stake and pile bearing face can calculate vertical ultimate bearing capacity of single pile.The utlity model has the experimental data that the single pile test of only doing specifications and models obtains, can calculate the numerical value of the bearing capacity of various different size model stake.Save material, improved work efficiency, satisfied the needs of builing industry large diameter pile development.
Claims (3)
1; large diameter pile self-anchoring type bearing capacity of single pile experimental rig; it is characterized in that it is by test pile (1); protective casing (2); pressure-bearing pipe (3); loading jack (4); backing plate (5); upper bearing plate (6); arrangement of reinforcement (7-1) in the stake; sleeve pipe arrangement of reinforcement (7-2); load plate (8) and oil pressure gauge (9) constitute; one end of pressure-bearing pipe (3) is put on load plate (8); protective casing (2) at the outside suit of pressure-bearing pipe (3); put on load plate (8) lower end of protective casing (2); around protective casing (2) is the test pile (1) of fluid concrete; connecting backing plate (5) on the top of pressure-bearing pipe (3); between backing plate (5) and upper bearing plate (6), be connected loading jack (4); oil pressure gauge (9) is installed on loading jack (4); between upper bearing plate (6) and test pile (1), be connected arrangement of reinforcement (7-1) in the stake, between upper bearing plate (6) and protective casing (2), be connected sleeve pipe arrangement of reinforcement (7-2).
2, large diameter pile self-anchoring type bearing capacity of single pile experimental rig according to claim 1 is characterized in that vertically putting pressure-bearing pipe (3) on load plate (8).
3, large diameter pile self-anchoring type bearing capacity of single pile experimental rig according to claim 1 is characterized in that the lower end of protective casing (2) is vertically put on load plate (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02238295 CN2581522Y (en) | 2002-06-28 | 2002-06-28 | Tester for large diameter pile self-anchoring type single pile bearing capacity |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02238295 CN2581522Y (en) | 2002-06-28 | 2002-06-28 | Tester for large diameter pile self-anchoring type single pile bearing capacity |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN2581522Y true CN2581522Y (en) | 2003-10-22 |
Family
ID=33712027
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 02238295 Expired - Lifetime CN2581522Y (en) | 2002-06-28 | 2002-06-28 | Tester for large diameter pile self-anchoring type single pile bearing capacity |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN2581522Y (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101839002A (en) * | 2010-05-27 | 2010-09-22 | 关喜才 | Compressive pile full-automatic hydraulic load detection device and method+ |
| CN101787713B (en) * | 2010-02-09 | 2011-05-04 | 南昌永祺科技发展有限公司 | Hydraulic detection device for load of prefabricated tubular pile |
| CN106133248A (en) * | 2014-02-26 | 2016-11-16 | 意富资产有限公司 | The device and method tested for the bidirectional load of pile sinking and bored concrete pile |
| CN113356286A (en) * | 2021-06-24 | 2021-09-07 | 浙江理工大学 | Self-anchoring test pile load-displacement curve conversion method |
-
2002
- 2002-06-28 CN CN 02238295 patent/CN2581522Y/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101787713B (en) * | 2010-02-09 | 2011-05-04 | 南昌永祺科技发展有限公司 | Hydraulic detection device for load of prefabricated tubular pile |
| CN101839002A (en) * | 2010-05-27 | 2010-09-22 | 关喜才 | Compressive pile full-automatic hydraulic load detection device and method+ |
| CN101839002B (en) * | 2010-05-27 | 2011-12-21 | 关喜才 | Compressive pile full-automatic hydraulic load detection device and method+ |
| CN106133248A (en) * | 2014-02-26 | 2016-11-16 | 意富资产有限公司 | The device and method tested for the bidirectional load of pile sinking and bored concrete pile |
| CN113356286A (en) * | 2021-06-24 | 2021-09-07 | 浙江理工大学 | Self-anchoring test pile load-displacement curve conversion method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CX01 | Expiry of patent term |
Expiration termination date: 20120628 Granted publication date: 20031022 |