CN87102786A - Self-reaction testing method for pile with big diameter and deep piling - Google Patents
Self-reaction testing method for pile with big diameter and deep pilingInfo
- Publication number
- CN87102786A CN87102786A CN198787102786A CN87102786A CN87102786A CN 87102786 A CN87102786 A CN 87102786A CN 198787102786 A CN198787102786 A CN 198787102786A CN 87102786 A CN87102786 A CN 87102786A CN 87102786 A CN87102786 A CN 87102786A
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- pile
- test
- bearing capacity
- stake
- big diameter
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Abstract
The present invention is the method for testing of the vertical quiet lotus bearing capacity of a kind of big diameter and deep stake, is to do test pile with two identical big diameter and deep stakes, at the pile crown of two test piles and the same level height place at pile body handing-over position, one group of loading jack is set respectively.And dig a vertical shaft in addition, the jack place set with horizontal tunnel and these two test piles links, and can carry out the test pile operation.The quiet lotus supporting capacity of utilizing the pile body of the pile crown of a pile and another pile to test its corresponding pile body and pile crown for reaction support respectively, superpose measured pile crown and bearing capacity of pile just draw complete bearing capacity.
Description
The invention belongs to the method for testing of the vertical quiet lotus supporting capacity of pile foundation of construction work, be specially adapted to the test of the vertical quiet lotus supporting capacity of big diameter and deep stake.
When building is done the basis with stake, all need carry out the test of single-pile static load axial compression supporting capacity in advance, to determine the design supporting capacity of single pile.The stake footpath of stake commonly used on the engineering is all in 30～60 centimetres, about 20～200 tons of single pile design supporting capacity, for this small pile, the method of traditional direct mensuration single-pile static load axial compression supporting capacity has cushion cap loading pile testing method or adopts anchoring pile, crossbeam counterforce device, with jack loading pile testing method.Though these direct static force pile testing method testing expenses height, the cycle is long, and reliable because of resultant data, so some are than important engineering, still essential the employing.In order to improve test pile efficient, reduce the test pile expense, a lot of in recent years pile testing methods indirectly constantly occur, as dynamic measurement of pile, resonance method etc., but the data that these indirect pile testing methods still all need direct pile testing method to be accumulated, set up the dependency relation between the two, could determine the accuracy of these indirect pile testing methods.Therefore, directly the data of pile testing method remains requisite.
Along with the continuous development of Building technology, new big diameter and deep pile foundation is adopted in a large number, and the stake footpath of this stake is at 1～2 meter, and stake is dark to reach 30 meters, single pile design supporting capacity have more than kiloton, these timber piles are used for important engineering more, therefore essential test pile.Adopt above-mentioned jack loading pile testing method commonly used, need four large-scale anchoring piles and three huge crossbeams just can carry out at least, costly, the duration is very long, sometimes even can't test pile, can only estimate, and estimation be inaccurate, causes waste.If adopt indirect pile testing method, because lack relevant direct test pile data, can't be analyzed, again so the single pile design bearing capacity is difficult to determine.Therefore, how direct test pile being carried out in the big diameter and deep stake is a problem extremely to be solved.
Purpose of the present invention, be to make the big diameter and deep stake when direct slow test, do not use costly anchoring pile and crossbeam counterforce device, but when utilizing the big diameter and deep pile driving construction, the stake footpath is bigger, and the constructor can enter a characteristic of inside, hole, the loading jack is put into the gap of pile crown and pile body, test pile crown and another pile body quiet lotus supporting capacity separately in these two test piles respectively, its supporting capacity that superposes is to obtain the quiet lotus supporting capacity of full stake.
Content of the present invention is a kind of pile testing method of big diameter and deep stake, it is characterized in that the big diameter and deep stake (A, B) of two test usefulness when the concrete of pouring stake, pile crown and pile body are watered respectively, all disconnect one section of 60～80 centimeter length at the sustained height place, the pile crown load carrying capacity test is carried out in the A stake, in order to ensure pile body enough counter-forces is arranged, and should expand the lower end of pile body and dig, behind the placing of concrete, be formed on the enlarged footing that the pile body lower end has a concrete rounding platform.If only for test pile, can not water pile concrete, only water a concrete rounding platform.The pile body load carrying capacity test is carried out in the B stake, does reaction support with pile crown, can suitably enlarge the pile crown size in case of necessity.Put into the loading jack at pile crown and pile body gap.Dig a vertical vertical shaft C then in addition, reach with two test piles in its degree of depth and to have put into the fracture absolute altitude degree of depth of loading jack when identical, dig a horizontal tunnel again, the fracture of two test piles of UNICOM, in the tunnel, connect the oil pipe of loading jack and oil pump, can carry out the load carrying capacity test of pile crown and pile body respectively.With the pile crown bearing capacity of A stake and the bearing capacity of pile stack of B stake, be exactly the supporting capacity of a full stake.Test pile by withdrawing from the tunnel, hangs out ground with jack after finishing from vertical shaft C, fill tunnel and vertical shaft C at last.
If what test pile was used is engineering piles, a need be made pile body hollow, 15～20 centimetres of hollow hole hole dias.After the test pile task termination, pour into the pea gravel concreten of high-ductility in the hollow thus hole, fill up the fracture space between pile crown and pile body, just can be unified into an integral body to stake, guarantee the engineering use.This vertical vertical shaft C also can substitute with an engineering piles, continues the pile crown of excavating shaft C stake after the off-test, fills the tunnel with the pile crown earthwork, builds stifled tunnel face with common brick then, forms pile lining, is exactly an engineering piles behind the placing of concrete.
The present invention and the most frequently used anchoring pile, crossbeam counterforce device and the comparison of jack loading pile testing method, can save the concrete and the steel of whole four large-scale anchoring piles, and the making of three huge girder steels, transportation, mounting cost, save test pile material 70～80%, reduce test pile expense 90%, the test pile cycle shortens 50%, and economic benefit is very remarkable.
Further advantage of the present invention is, can utilize engineering piles to do test pile, can obtain test result directly and accurately, helps guaranteeing workmanship.
Fig. 1 is a floor map of the present invention.
Fig. 2 is I-I sectional drawing of Fig. 1 of the present invention.
Fig. 3 is that the present invention tests the pile body structure chart after finishing.
Below in conjunction with drawings and Examples, the present invention is described further.
As shown in the figure, be plastic lam in soil property, it is on the dark 30 meters ground of 18 tons/square metre, soil layer that bearing stratum allows supporting capacity, choose A, B, C three pile types identical, carry out test pile at a distance of nearer and the position engineering piles on same straight line.90 centimetres of pile body diameters, 1.4 meters of pile crown diameters, full stake is long 10 meters.
Excavate A, B stake simultaneously, up to whole pore-formings;
The pile crown concrete of pouring A, B stake reaches same absolute altitude (7 meters) and locates;
After the pile crown concrete curing 24 hours, put into and test with 200 tons of loading jack (1);
On pile crown, put into the cylinder gap dividing plate (2) that is welded into steel plate that is higher than the jack height, be enclosed within on the jack,, make it at a distance of 60 centimetres so that separate the concrete of pile crown and pile body;
Excavating the rounding platform earthwork of pile body lower end in the A stake, is 2 meters rounding platform reaction support (3) with the formation diameter;
Installation A, B stake pile body are taken out the steel pipe (4) in hole;
Pouring A, B stake pile concrete, and rotate and take out the hole steel pipe, before pile concrete final set, take out the hole steel pipe with practicing to extract;
During the maintenance pile concrete, the C stake stake hole (5) that excavation is used as vertical shaft, reach the absolute altitude at A, B pile head and pile body interval after, excavate horizontal tunnel (6) again, the gap location that makes A, B stake put into jack is communicated with the tunnel.
In the tunnel, connect the oil pipe of jack and oil pump, carry out the test of the supporting capacity of stake;
The A stake is made reaction support with the concrete rounding platform of pile body lower end, the end load of test pile crown, and the actual measurement ultimate bearing capacity is 176 tons;
The B stake is made reaction support with the pile crown that enlarges, the frictional resistance of test pile body, and the actual measurement ultimate bearing capacity is 98 tons;
With the pile crown end load of A stake and the pile body frictional resistance stack of B stake, be the ultimate bearing capacity of a full stake, be 274 tons.
After the off-test, use jack by withdrawing from test in the tunnel, the vertical shaft by C stake hole hangs out ground;
Build the breach of stifled A, B stake and tunnel UNICOM with common brick (7);
By the hole of taking out of A, B stake pile body, the bigger pea gravel concreten (8) of pouring plasticity, the gap of filling A, B pile head and pile body gap makes pile crown and pile body all be unified into an integral body, and reaching can be for the condition of the actual use of engineering.
The pile crown earthwork of the C stake that excavation is used as vertical shaft, and come fill level tunnel (9) with this earthwork;
Build stifled tunnel face with common brick, form the pile body wall (10) of C stake;
The concrete of pouring C stake forms a complete engineering stake.
Above-mentioned operation had both been finished the test pile task, constructed simultaneously again A, B, the stake of three engineerings of C, none waste.
Claims (6)
1, the method for testing of the vertical quiet lotus bearing capacity of a kind of big diameter and deep stake, it is characterized in that doing test pile with two identical big diameter and deep stakes, at the pile crown of two test piles and the same level height place at pile body handing-over position, one group of loading jack respectively is set, with a pile body is reaction support, tests the supporting capacity of its pile crown, is reaction support with another pile crown, test the supporting capacity of its pile body, with pile crown bearing capacity and bearing capacity of pile superimposed be full pile capacity.
2, the method for testing of the vertical quiet lotus bearing capacity of big diameter and deep stake as claimed in claim 1 is characterized in that disconnecting 60～80 centimetres at the same level height place at the handing-over position of the pile crown of two test piles and pile body, and the loading jack is set.
3, the method for testing of the vertical quiet lotus bearing capacity of big diameter and deep stake as claimed in claim 1 is characterized in that expanding in the pile body lower end of the test pile A of test pile crown bearing capacity and digs, and waters into a concrete rounding platform reaction support.
4, the method for testing of the vertical quiet lotus bearing capacity of big diameter and deep stake as claimed in claim 1 is characterized in that the pile crown of test pile B of test bearing capacity of pile is suitably strengthened bearing area.
5, the method for testing of the vertical quiet lotus bearing capacity of big diameter and deep stake as claimed in claim 1, it is characterized in that between two test piles, other digs a vertical vertical shaft C, reach the fracture absolute altitude place that two test pile A, B put into the loading jack in the vertical shaft C degree of depth, excavate the horizontal channel again and communicate, install oil pipe, oil pump and the test instrumentation of connecting the loading jack with test pile A, B.
6, the method for testing of the vertical quiet lotus bearing capacity of big diameter and deep stake as claimed in claim 1 is characterized in that two test pile A, B can be engineering piles with vertical vertical shaft C.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN87102786A CN87102786B (en) | 1987-04-18 | 1987-04-18 | Self-reaction testing method for pile with big diameter and deep piling |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN87102786A CN87102786B (en) | 1987-04-18 | 1987-04-18 | Self-reaction testing method for pile with big diameter and deep piling |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN87102786A true CN87102786A (en) | 1987-12-16 |
| CN87102786B CN87102786B (en) | 1988-12-28 |
Family
ID=4814118
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN87102786A Expired CN87102786B (en) | 1987-04-18 | 1987-04-18 | Self-reaction testing method for pile with big diameter and deep piling |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN87102786B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106284441A (en) * | 2016-08-26 | 2017-01-04 | 杭州西南检测技术股份有限公司 | A kind of O cell test pile load conversion is the method for vertical compression pile load |
| CN109930634A (en) * | 2019-03-28 | 2019-06-25 | 中交路桥建设有限公司 | A method of pile foundation soil layer utmost tip resistance is tested using steel pile casting self-reaction force |
| CN110542365A (en) * | 2019-09-04 | 2019-12-06 | 丁正旺 | Soil-wood pile foundation construction pile foundation hole fixed-point detection device |
| CN110565704A (en) * | 2019-08-12 | 2019-12-13 | 中国能源建设集团江苏省电力设计院有限公司 | method for calculating horizontal loading force of single pile in static load test of fan |
-
1987
- 1987-04-18 CN CN87102786A patent/CN87102786B/en not_active Expired
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106284441A (en) * | 2016-08-26 | 2017-01-04 | 杭州西南检测技术股份有限公司 | A kind of O cell test pile load conversion is the method for vertical compression pile load |
| CN109930634A (en) * | 2019-03-28 | 2019-06-25 | 中交路桥建设有限公司 | A method of pile foundation soil layer utmost tip resistance is tested using steel pile casting self-reaction force |
| CN109930634B (en) * | 2019-03-28 | 2021-03-02 | 中交路桥建设有限公司 | Method for testing ultimate lateral friction resistance of pile foundation soil layer by using self-reaction force of steel casing |
| CN110565704A (en) * | 2019-08-12 | 2019-12-13 | 中国能源建设集团江苏省电力设计院有限公司 | method for calculating horizontal loading force of single pile in static load test of fan |
| CN110542365A (en) * | 2019-09-04 | 2019-12-06 | 丁正旺 | Soil-wood pile foundation construction pile foundation hole fixed-point detection device |
Also Published As
| Publication number | Publication date |
|---|---|
| CN87102786B (en) | 1988-12-28 |
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