CN205530394U - Testing arrangement of stake side burden frictional resistance - Google Patents
Testing arrangement of stake side burden frictional resistance Download PDFInfo
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- CN205530394U CN205530394U CN201620093137.0U CN201620093137U CN205530394U CN 205530394 U CN205530394 U CN 205530394U CN 201620093137 U CN201620093137 U CN 201620093137U CN 205530394 U CN205530394 U CN 205530394U
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Abstract
The utility model discloses a testing arrangement of stake side burden frictional resistance, its characterized in that testing arrangement includes benchmark stake, benchmark roof beam, taseometer and test stake, two the benchmark stake is vertical to set firmly in the soil body, the benchmark roof beam transversely erects and is fixed in two in the benchmark stake, taseometer one end is connected the benchmark roof beam, the other end is connected the test stake, the test stake is arranged in the soil body. The utility model has the advantages that, the engineering stake of usable place is tested, after the test removes benchmark roof beam and test stake, and former benchmark stake can continue to use as the engineering stake, and the construction is simple, low cost, utilize method that this testing arrangement goes on testing for the in situ test method, but calibration really survey and plan to build place shallow layer soft soil layer stake side burden frictional resistance, provide reliable foundation for pile foundation engineering design, and then make that the design is reasonable more, saving engineering cost.
Description
Technical field
The utility model belongs to pile foundation engineering technique field, is specifically related to the test device of a kind of pile-side negative friction.
Background technology
The soil all when stake because of depression or consolidates the generation sedimentation more than pile body, and pile side friction is from the power stoping stake sinking to become dropping stake sinking, namely negative friction.Negative frictional resistance is widely present in pile foundation engineering, need to pass through for engineering pile banket compared with thick loose, self-weight collapse loess, underconsolidated soil layer enter relatively hard soil layer place, if dealing with improperly, serious pile foundation disabler will be caused.
Although the research for pile foundation negative friction force all achieves more achievement in terms of numerical computations and theoretical research at present, but pile foundation engineering design and construction there is no the on-the-spot test method relatively accurately obtaining pile-side negative friction, effective stress method or the empirical value method of negative friction value basis " technical code for building pile foundation " (JGJ94-2008) the 5.4.4 article mostly calculate and determine, and the negative friction that above two method obtains generally cannot be different with engineering ground formation condition, specific aim value.
Therefore, it is possible to accurately obtain the on-site testing device of pile-side negative friction and method needs to be proposed.
Summary of the invention
The purpose of this utility model be according to above-mentioned the deficiencies in the prior art in place of, the test device of a kind of pile-side negative friction is provided, this test device utilizes sitework stake as benchmark architecture, the upper end of stressometer is fixed on benchmark architecture, and its lower end is connected with the test pile being embedded in the soil body, to test its pile-side negative friction.
The utility model purpose realizes being completed by techniques below scheme:
The test device of a kind of pile-side negative friction, it is characterised in that described test device includes that reference stake, datum line beam, stressometer and test pile, two described reference stakes are vertically fixedly arranged in the soil body, and described datum line beam laterally sets up and is fixed on two described reference stakes；Described stressometer one end connects described datum line beam, and the other end connects described test pile, and described test pile is positioned in the soil body.
Described reference stake bottom is goed deep into the soil body design supporting course, top above earth's surface.
Described test pile bottom is goed deep into soil body soft layer, top above earth's surface.
Described stressometer and described test pile are vertically arranged to the point midway of two described reference stake lines.
The utility model has the advantages that, available sitework stake is tested, and datum line beam and test pile are removed after terminating by test, and former reference stake may continue as engineering pile and uses, and constructs simple, with low cost；The method utilizing this test device to carry out testing is home position testing method, can accurately survey and plan to build place shallow poor subsoil layer pile-side negative friction, designs offer reliable basis for pile foundation engineering, so make design more rationally, save construction costs.
Accompanying drawing explanation
Fig. 1 is that the utility model Lateral negative friction tests apparatus structure schematic diagram.
Detailed description of the invention
Feature of the present utility model and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, in order to the understanding of technical staff of the same trade:
Such as Fig. 1, figure marks 1-4 and is respectively as follows: datum line beam 1, reference stake 2, stressometer 3, test pile 4.
Embodiment: the present embodiment is specifically related to the test device of a kind of pile-side negative friction, being mainly used in shallow-layer has soft layer distribution and uses the engineering of pile foundation, it is possible to accurately test obtains shallow poor subsoil layer pile-side negative friction.
As it is shown in figure 1, the test device in the present embodiment includes two reference stakes 2, datum line beam 1, stressometer 3 and test pile 4, wherein:
The pile-type of reference stake 2 does not limits; two reference stakes 2 in the present embodiment directly use and plan to build the engineering pile constructed in advance in place; basset certain distance on the stake top of reference stake 2, then deeply to soil body design supporting course (i.e. firm hard formation) at the bottom of stake, to guarantee that reference stake 2 is stablized and without sedimentation；
The supporting and fixing respectively of datum line beam 1 horizontally set and its two ends is in the stake top of two reference stakes 2, to collectively form a shape benchmark architecture with two reference stakes 2；
Vertically arranged and with datum line beam 1 the lower surface of stressometer 3 is fixing to be connected, and is particularly located at the point midway of two reference stake 2 lines, so that can make both sides reference stake 2 force balance when test；
Test pile 4 uses minor diameter prefabricated pile, it is positioned at the point midway of two reference stake 2 lines, the negative friction center position goed deep at the bottom of it to soft layer, then basset certain distance on stake top, stake top is provided with a pile crown, and this pile crown is connected with the lower end of stressometer 3.
As it is shown in figure 1, the method that the test device in application the present embodiment carries out testing comprises the steps:
(1) place two engineering piles of constructing in advance are being planned to build as reference stake 2, reference stake 2 enters design supporting course and bassets in its top certain distance；
(2) construction reference beam 1 its two ends are set up in the stake top of two reference stakes 2 to be interconnected to constitute benchmark mechanism；
(3) lower surface at datum line beam 1 hangs stressometer 3；
(4) the line point midway at two reference stakes 2 constructs minor diameter prefabricated pile using as test pile 4,4 side pressures of test pile are to about 20cm below negative friction neutral point in soft layer, for being affected by stake end end resistance during preventing test, test result is less than normal, therefore after test pile 4 is depressed into precalculated position, it is carried again to negative friction neutral point, formed and hang pin stake；The upper end of test pile 4 is connected with stressometer 3 simultaneously；
(5) by long-term observation stressometer 4 reading, to obtain the pile-side negative friction numerical value of place shallow poor subsoil layer test pile 3；
(6) after end to be tested, datum line beam 1, stressometer 3 and test pile 4 being removed, two reference stakes 2 then continue to use as engineering pile.
Claims (4)
1. the test device of a pile-side negative friction, it is characterised in that described test device includes that reference stake, datum line beam, stressometer and test pile, two described reference stakes are vertically fixedly arranged in the soil body, and described datum line beam laterally sets up and is fixed on two described reference stakes；Described stressometer one end connects described datum line beam, and the other end connects described test pile, and described test pile is positioned in the soil body.
The test device of a kind of pile-side negative friction the most according to claim 1, it is characterised in that described reference stake bottom is goed deep into the soil body design supporting course, top above earth's surface.
The test device of a kind of pile-side negative friction the most according to claim 1, it is characterised in that described test pile bottom is goed deep into soil body soft layer, top above earth's surface.
The test device of a kind of pile-side negative friction the most according to claim 1, it is characterised in that described stressometer and described test pile are vertically arranged to the point midway of two described reference stake lines.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620093137.0U CN205530394U (en) | 2016-01-29 | 2016-01-29 | Testing arrangement of stake side burden frictional resistance |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620093137.0U CN205530394U (en) | 2016-01-29 | 2016-01-29 | Testing arrangement of stake side burden frictional resistance |
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| CN205530394U true CN205530394U (en) | 2016-08-31 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112302063A (en) * | 2020-10-29 | 2021-02-02 | 上海勘察设计研究院(集团)有限公司 | Twisted steel anchoring device and mounting method |
| CN112328950A (en) * | 2020-10-29 | 2021-02-05 | 上海勘察设计研究院(集团)有限公司 | Method for calculating frictional resistance and neutral point based on pull-down load test |
| CN112376630A (en) * | 2020-10-29 | 2021-02-19 | 上海勘察设计研究院(集团)有限公司 | Testing device and method for testing pull-down load of pile foundation |
-
2016
- 2016-01-29 CN CN201620093137.0U patent/CN205530394U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112302063A (en) * | 2020-10-29 | 2021-02-02 | 上海勘察设计研究院(集团)有限公司 | Twisted steel anchoring device and mounting method |
| CN112328950A (en) * | 2020-10-29 | 2021-02-05 | 上海勘察设计研究院(集团)有限公司 | Method for calculating frictional resistance and neutral point based on pull-down load test |
| CN112376630A (en) * | 2020-10-29 | 2021-02-19 | 上海勘察设计研究院(集团)有限公司 | Testing device and method for testing pull-down load of pile foundation |
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