CN203034498U - Horizontal bearing capability test device of piles in permafrost region - Google Patents
Horizontal bearing capability test device of piles in permafrost region Download PDFInfo
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- CN203034498U CN203034498U CN 201320005892 CN201320005892U CN203034498U CN 203034498 U CN203034498 U CN 203034498U CN 201320005892 CN201320005892 CN 201320005892 CN 201320005892 U CN201320005892 U CN 201320005892U CN 203034498 U CN203034498 U CN 203034498U
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- stake
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- piles
- horizontal bearing
- hydraulic jack
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Abstract
The utility model discloses a horizontal bearing capability test device of piles in a permafrost region. The device comprises a test pile and two counter force piles which are arranged in a triangle. A pile protection sleeve is arranged on the test pile and is connected with one end of a hydraulic jack, the other end of the hydraulic jack is connected with the counter force beam, the counter force piles and steel plate piles are arranged to cling to the counter force beam, and the outer most side of one sides of the counter force piles and the steel plate piles clinging to the counter force beam are located on the same line. The steel plate piles are added to increase counter force of horizontal force, and displacement of the counter force piles can be greatly reduced to ensure that a horizontal bearing capability test of the piles in the permafrost region is consistent with actual condition. The pile protection sleeve is added to have stress diffusion effect on the horizontal force of the hydraulic jack and prevent the top of the test pile from being crushed. High-strength bolts are added to enable connection of the hydraulic jack and the counter force beam to be firmer and prevent the hydraulic jack and the counter force beam from being separated. Test reliability and accuracy are improved.
Description
Technical field
The utility model relates to a kind of horizontal bearing capacity experimental rig of engineering stake, particularly relates to a kind of horizontal bearing capacity experimental rig of Permafrost Area stake.
Background technology
The ever-frozen ground district is owing to be subjected to the influence of low temperature, the depth of frost penetration is bigger, compare with non-permafrost region, elastic modulus of soil body and intensity increase significantly, make stake that the horizontal force that the unit lateral displacement need load take place, especially the horizontal force of the required loading of ever-frozen ground head of district large diameter pile significantly increases.At present; the mode that adopts triangle to lay out pile on the engineering; namely the stake on a summit is test pile; the stake on other two summits is the counter-force stake; do like this and can make two counter-force stakes also very big displacement can occur; make the horizontal bearing capacity of test pile and the horizontal bearing capacity of actual conditions differ bigger; result of the test can not directly be used in the pile foundation design; in addition since not the measure of taking the initiative go to the top of protection test stake; make that test pile horizontal pressure force application point place is crushed easily, and cause the failure of horizontal bearing capacity test.
The utility model content
One of the purpose of this utility model provides the horizontal bearing capacity experimental rig of a kind of ever-frozen ground district's stake, solves the horizontal bearing capacity test and the inconsistent problem of actual conditions of ever-frozen ground district stake in the prior art.
Another purpose of the present utility model is to solve the easy crushed problem in test pile horizontal pressure force application point place.
The technical scheme that the utility model adopts has: the horizontal bearing capacity experimental rig of a kind of ever-frozen ground district's stake, comprise a test pile and two counter-force stakes of setting triangular in shape, described test pile is provided with a sheath, the stake sheath is connected with hydraulic jack one end, the hydraulic jack other end is connected with reaction beam, be close to reaction beam counter-force stake and steel sheet pile are set, described counter-force stake and steel sheet pile are in a line near the outermost of reaction beam one side.
Fill with cement mortar between described stake sheath and the test pile and be connected.
Described hydraulic jack one end is welded to connect with the stake sheath.
Between the described hydraulic jack other end and the reaction beam with high-strength bolt or be welded to connect.
Described steel sheet pile replaces with i iron, steel pipe pile or reinforced concrete pile.
The thickness of described steel sheet pile is 80-100mm, and length is 5000-8000mm.
The diameter of described stake sheath is than the big 4-8mm of test pile, and the thickness of stake sheath is 20-25mm.
The thickness of described reaction beam is not less than 300mm, and length is 4000-5000mm.
Compared with prior art, the beneficial effects of the utility model are: hydraulic jack provides the horizontal thrust of the horizontal bearing capacity test of stake, the effect of counter-force stake is the counter-force that horizontal thrust is provided for test pile, the effect of steel sheet pile also is the counter-force that horizontal thrust is provided for test pile, the counter-force of enhanced level thrust, reduce the horizontal movement of counter-force stake, the effect of high-strength bolt is that hydraulic jack closely is connected with reaction beam, the effect of stake sheath is that the horizontal thrust to hydraulic jack plays the stress diffusion, prevents that the test pile top from being damaged by pressure.The utility model has the advantages that: set up steel sheet pile, increased the counter-force of horizontal force, can reduce the displacement of counter-force stake greatly, the horizontal bearing capacity test of guaranteeing the stake of ever-frozen ground district is consistent with actual conditions, set up the stake sheath, horizontal force to hydraulic jack plays the stress diffusion, can avoid the test pile top crushed.Set up high-strength bolt, made hydraulic jack more firm with being connected of reaction beam, avoided hydraulic jack and reaction beam to throw off, increased the reliability of test and accurately fixed.
Description of drawings
Fig. 1 is the horizontal bearing capacity experimental rig structural representation of the utility model ever-frozen ground district's stake;
Among the figure: 1-test pile, the stake of 2-counter-force, 3-stake sheath, 4-steel sheet pile, 5-high-strength bolt, 6-hydraulic jack, 7-reaction beam.
The specific embodiment
Below in conjunction with accompanying drawing the utility model is elaborated.
As shown in Figure 1, the horizontal bearing capacity experimental rig of the utility model ever-frozen ground district's stake, comprise a test pile 1 and two counter-force stakes 2 of setting triangular in shape, described test pile 1 is provided with a sheath 3, be connected with the cement mortar filling between stake sheath 3 and the test pile 1, stake sheath 3 is welded to connect with hydraulic jack 6 one ends, hydraulic jack 6 other ends are connected with reaction beam 7 usefulness high-strength bolts 5, be close to reaction beam 7 counter-force stake 2 and steel sheet pile 4 are set, described counter-force stake 2 and steel sheet pile 4 are in a line near the outermost of reaction beam 7 one sides.
During operation, mainly may further comprise the steps: (1) is with the end polishing point of steel sheet pile 4, with the static pressure machine steel sheet pile 4 is compressed into the formulation position, the thickness of steel sheet pile 4 is 80-100mm, length is 5000-8000mm, (2) the preformed pile sheath 3, and weight advances stake sheath 3 hammers at the top of test pile 1, fill with cement mortar in slit between stake sheath 3 and the test pile 1, the diameter of stake sheath 3 is than test pile 1 big 4-8mm, the thickness of stake sheath 3 is 20-25mm, (3) hydraulic jack 6 is installed, hydraulic jack 6 one ends and stake sheath 3 usefulness are welded to connect firmly, be connected firmly with high-strength bolt 5 between hydraulic jack 6 other ends and the reaction beam 7, the thickness of reaction beam 7 is not less than 300mm, length is 4000-5000mm, (4) whether measurement steel sheet pile 4 and counter-force stake 2 are in a line near the outermost of reaction beam 7 one sides, if just can begin test, if not will between steel sheet pile 4 and reaction beam 7, adding cushion block, be in a line up to measuring steel sheet pile 4 and counter-force stake 2 outermost near reaction beam 7 one sides, begin test then.
Above-mentioned steel sheet pile also can replace with i iron or steel pipe pile, reinforced concrete pile.
Although by reference to the accompanying drawings the utility model has been carried out foregoing description; but the utility model is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; rather than it is restrictive; those of ordinary skill in the art is under enlightenment of the present utility model; under the situation that does not break away from the utility model aim and claim institute protection domain, can also make a lot of distortion, these all belong to the row of protection of the present utility model.
Claims (8)
1. the horizontal bearing capacity experimental rig of an ever-frozen ground district stake, comprise a test pile and two counter-force stakes of setting triangular in shape, it is characterized in that, described test pile is provided with a sheath, the stake sheath is connected with hydraulic jack one end, the hydraulic jack other end is connected with reaction beam, is close to reaction beam counter-force stake and steel sheet pile are set, and described counter-force stake and steel sheet pile are in a line near the outermost of reaction beam one side.
2. according to the horizontal bearing capacity experimental rig of the described ever-frozen ground of claim 1 district's stake, it is characterized in that, fill with cement mortar between described stake sheath and the test pile and be connected.
3. according to the horizontal bearing capacity experimental rig of the described ever-frozen ground of claim 1 district's stake, it is characterized in that described hydraulic jack one end is welded to connect with the stake sheath.
4. according to the horizontal bearing capacity experimental rig of the described ever-frozen ground of claim 1 district's stake, it is characterized in that, between the described hydraulic jack other end and the reaction beam with high-strength bolt or be welded to connect.
5. according to the horizontal bearing capacity experimental rig of the described ever-frozen ground of claim 1 district's stake, it is characterized in that described steel sheet pile replaces with i iron, steel pipe pile or reinforced concrete pile.
6. according to the horizontal bearing capacity experimental rig of the described ever-frozen ground of claim 1 district's stake, it is characterized in that the thickness of described steel sheet pile is 80-100mm, length is 5000-8000mm.
7. according to the horizontal bearing capacity experimental rig of the described ever-frozen ground of claim 1 district's stake, it is characterized in that the diameter of described stake sheath is than the big 4-8mm of test pile, the thickness of stake sheath is 20-25mm.
8. according to the horizontal bearing capacity experimental rig of the described ever-frozen ground of claim 1 district's stake, it is characterized in that the thickness of described reaction beam is not less than 300mm, length is 4000-5000mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320005892 CN203034498U (en) | 2013-01-07 | 2013-01-07 | Horizontal bearing capability test device of piles in permafrost region |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320005892 CN203034498U (en) | 2013-01-07 | 2013-01-07 | Horizontal bearing capability test device of piles in permafrost region |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203034498U true CN203034498U (en) | 2013-07-03 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201320005892 Expired - Fee Related CN203034498U (en) | 2013-01-07 | 2013-01-07 | Horizontal bearing capability test device of piles in permafrost region |
Country Status (1)
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| CN (1) | CN203034498U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104563170A (en) * | 2015-01-14 | 2015-04-29 | 中国电建集团华东勘测设计研究院有限公司 | Offshore wind power generation mono-pile foundation horizontal bearing capacity test counterforce device and construction method thereof |
| CN106088173A (en) * | 2016-08-11 | 2016-11-09 | 青岛理工大学 | Combined testing device for horizontal displacement of pile top and stress of pile body of precast pile |
| CN106088171A (en) * | 2016-08-11 | 2016-11-09 | 青岛理工大学 | Combined testing method for horizontal displacement of pile top and stress of pile body of precast pile |
| CN112459140A (en) * | 2020-11-24 | 2021-03-09 | 深圳智润新能源电力勘测设计院有限公司 | Pile arrangement method for foundation pile static load test |
| CN113737871A (en) * | 2021-09-17 | 2021-12-03 | 中建八局第二建设有限公司 | Device and method for preventing rotation generated in pile horizontal thrust test |
| CN114000551A (en) * | 2021-12-17 | 2022-02-01 | 中国华能集团清洁能源技术研究院有限公司 | Prefabricated sheet pile cylindrical foundation construction method easy to detect and bearing capacity detection method |
-
2013
- 2013-01-07 CN CN 201320005892 patent/CN203034498U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104563170A (en) * | 2015-01-14 | 2015-04-29 | 中国电建集团华东勘测设计研究院有限公司 | Offshore wind power generation mono-pile foundation horizontal bearing capacity test counterforce device and construction method thereof |
| CN106088173A (en) * | 2016-08-11 | 2016-11-09 | 青岛理工大学 | Combined testing device for horizontal displacement of pile top and stress of pile body of precast pile |
| CN106088171A (en) * | 2016-08-11 | 2016-11-09 | 青岛理工大学 | Combined testing method for horizontal displacement of pile top and stress of pile body of precast pile |
| CN106088173B (en) * | 2016-08-11 | 2019-04-02 | 青岛理工大学 | Combined testing device for horizontal displacement of pile top and stress of pile body of precast pile |
| CN112459140A (en) * | 2020-11-24 | 2021-03-09 | 深圳智润新能源电力勘测设计院有限公司 | Pile arrangement method for foundation pile static load test |
| CN113737871A (en) * | 2021-09-17 | 2021-12-03 | 中建八局第二建设有限公司 | Device and method for preventing rotation generated in pile horizontal thrust test |
| CN114000551A (en) * | 2021-12-17 | 2022-02-01 | 中国华能集团清洁能源技术研究院有限公司 | Prefabricated sheet pile cylindrical foundation construction method easy to detect and bearing capacity detection method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130703 Termination date: 20220107 |