CN102134861B - Method for testing precast pile in soil body - Google Patents
Method for testing precast pile in soil body Download PDFInfo
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- CN102134861B CN102134861B CN 201110039641 CN201110039641A CN102134861B CN 102134861 B CN102134861 B CN 102134861B CN 201110039641 CN201110039641 CN 201110039641 CN 201110039641 A CN201110039641 A CN 201110039641A CN 102134861 B CN102134861 B CN 102134861B
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Abstract
The invention discloses a method for testing a precast pile in a soil body, which is characterized by comprising the following steps of: (1) leading a hole, namely leading a hole of which the diameter is greater than that of the precast pile or a diagonal line of a square pile at the pile position of the soil body in advance, wherein the hole leading depth is less than or equal to the pile feeding depth of the precast pile during testing; (2) descending a corrugated pipe, namely descending the corrugated pipe into the hole, wherein the internal diameter of the corrugated pipe is greater than the diameter of a tubular pile or the diagonal line of the square pile, and the corrugated pipe is descended into the hole leading depth; and (3) sinking the pile, namely sinking the precast pile into the pile feeding depth required by a rule according to the common pile sinking method. By the method, the initial pressure of the precast pile can be reduced, the intensity of a body of the precast pile is not required to be increased, the maximum loading amount of the precast pile under a static load test is reduced, and the aim of saving construction cost is fulfilled.
Description
Technical field
The invention belongs to technical field of civil engineering, be specifically related to preformed pile pile testing method in a kind of soil body.
Background technology
In civil engineering construction, various in recent years buildings, structure are increasing, scale is more and more big, to Foundation Design require increasingly high.For the upper load of bar structure effectively is delivered on the bigger soil layer of the depth of soils supporting capacity of soil layer on every side, pile foundation is widely applied in the civil engineering.According to the difference of job practices, stake can be divided into preformed pile and castinplace pile.Preformed pile is the various materials processed in factory or job site and the stake of form, like reinforced concrete pile, piling bar, timber etc., then with pile sinking equipment with stake squeeze into, be pressed into, shake, water under high pressure pours or screw in the soil.Castinplace pile is that first pore-forming is gone up at the construction field (site) stake position, and concrete perfusion in the hole then perhaps adds behind the reinforcing bar concrete perfusion again and forms.The use of pile foundation can be saved a large amount of cubic metres of earth of supports and draining precipitation facility in construction, easy construction, and generally all can obtain good technology economic.
Building needs to carry out the pile foundation selection according to soil characteristics in the geology exploration report and physico-mechanical properties before foundation construction.Preformed pile comprises reinforced concrete rectangle pile, pile tube, steel pipe pile and tapered pile, wherein uses more with reinforced concrete rectangle pile and steel pipe pile.Its pile-sinking method has hammer piling, pile vibrosinking and static piling etc., wherein uses comparatively general with hammer piling again.Before the formal piling, also should carry out driving test, so that whether inspection machine and technology meet the requirements.Generally according to the regulation of standard, test pile must not be less than 3.After various preformed pile piling finish, meet design altitude for making the stake top, the pile body that generally pile crown maybe can't be squeezed into is clipped.Carry out test pile in the prior art, the same with the piling operation, directly carry out piling work, thereby obtain the parameter that piling needs through piling machinery.Yet because need be behind the test pile with pile body knock-off in the above soil body of stake top mark height; Surrounding soil is investigated the frictional force of test pile; Cause the parameter that obtains that the bearing capacity of pile foundation is failed objectively to embody, this can exert an influence to the building that makes up on the later soil body, like setting of ground etc.The present invention therefore.
Summary of the invention
The object of the invention is to provide preformed pile pile testing method in a kind of soil body; Having solved in the prior art surrounding soil investigates the frictional force of test pile; Cause the parameter that obtains that the bearing capacity of pile foundation is failed objectively to embody, need increase problems such as preformed pile initial pressure, increase preformed pile pile strength, raising preformed pile static load test maximum load amount during test pile.
In order to solve these problems of the prior art, technical scheme provided by the invention is:
Preformed pile pile testing method in a kind of soil body is characterized in that said method comprising the steps of:
(1) draws the hole step: draw diameter in advance at place, soil body stake position greater than preformed pile stake footpath or the cornerwise hole of stake, side, the said pile follower degree of depth of drawing hole depth smaller or equal to the preformed pile test pile;
(2) put the bellows step: in the hole, transfer bellows after drawing the hole, the internal diameter of said bellows is greater than pile tube stake footpath or side's stake diagonal, and bellows is transferred to drawing hole depth;
(3) pile sinking step: the preformed pile pile sinking is arrived the degree of depth that regulation requires according to common pile-sinking method.
Preferably, in the said method internal diameter of bellows greater than pile tube stake footpath or side's stake diagonal 100mm.
Preferably, drawing the aperture, hole in the said method should be than pile tube stake footpath or the big 200mm of side's stake diagonal.
Preferably, drawing the hole in the said method uses and to draw the hole machine and draw the hole through dried hole forming method.
Preferably, when soil body soil layer is aquifer silt, flour sand, leaves in stake top mark eminence and to draw the hole surplus in the said method, the said hole depth that draws is risen out 0.5m～1.0m than stake.
With respect to scheme of the prior art, advantage of the present invention is:
The present invention buries high-strength corrugated bushing retaining wall underground through preboring hole in the pile follower depth bounds of test pile stake position, and the preformed pile of in high-strength corrugated bushing, exerting pressure is eliminated the influence of preformed pile side skin friction in the pile follower depth bounds.Use present technique and can reduce the preformed pile initial pressure, need not increase the preformed pile pile strength, reduce preformed pile static load test maximum load amount, reach the purpose of saving construction costs.
Description of drawings
Below in conjunction with accompanying drawing and embodiment the present invention is further described:
Fig. 1 is the principle schematic of the interior preformed pile pile testing method of the soil body in the prior art;
Fig. 2 is the principle schematic of preformed pile pile testing method in the embodiment of the invention soil body.
The specific embodiment
Below in conjunction with specific embodiment such scheme is further specified.Should be understood that these embodiment are used to the present invention is described and are not limited to limit scope of the present invention.The implementation condition that adopts among the embodiment can be done further adjustment according to the condition of concrete producer, and not marked implementation condition is generally the condition in the normal experiment.
Embodiment
As depicted in figs. 1 and 2; Preformed pile pile testing method in this soil body; May further comprise the steps: the hole step is drawn in (1): draw diameter in advance at place, soil body stake position greater than preformed pile stake footpath or the cornerwise hole of stake, side, the said pile follower degree of depth of drawing hole depth smaller or equal to the preformed pile test pile; (2) put the bellows step: in the hole, transfer bellows after drawing the hole, the internal diameter of said bellows is greater than pile tube stake footpath or side's stake diagonal, and bellows is transferred to drawing hole depth; (3) pile sinking step: the preformed pile pile sinking is arrived the degree of depth that regulation requires according to common pile-sinking method.
Concrete; Draw draw the aperture, hole in the step of hole generally speaking should be than about pile tube stake footpath or the big 200mm of side's stake diagonal; Drawing hole depth should be near design elevation; But should note a top mark eminence soil layer situation, if soil layer is aquifer silt, flour sand should be noted leaving in stake top mark eminence and necessarily draw the hole surplus, promptly the degree of depth should be risen out 0.5m～1.0m than stake.Should adopt dewatering measure when having ready conditions, prevent to cause that because of artesian water after drawing the hole place, a top soil body changes.Draw the hole and should adopt dried pore-forming to carry out, draw the hole and should note boring the mark verticality, form taper pile when preventing overproof back test pile pile sinking.
Put the bellows step and transfer bellows immediately drawing Kong Houying, inside diameter of bel generally should be greater than pile tube stake footpath or side's stake diagonal 100mm, and promptly 500 pile tubes should adopt the bellows of internal diameter 600, and bellows should be down to drawing hole depth, and end face should be equal with terrace.Transfer bellows and generally adopt and provide loop wheel machine on the rig for oneself, should prevent the hole of collapsing when laying.
The pile sinking step should in time be carried out after drawing the hole; Pile sinking requires identical with common pile sinking generally speaking; But in the time of should noting drawing hole depth greater than 10.0m; Though when 15.0m is adopted in first joint stake when adopting the Static pressure pile driver construction, still might cause first joint stake embedded depth not enough and tilt, influence follow-up electric welding pile verticality.
Draw Kong Qianying and remove the face of land and underground obstacle, the backfill of removing obstacles should be adopted the cohesive soil backfill compacting.Draw hole machine back in place application level chi inspection machine table flatness; Adopt transit to proofread and correct the drilling rod verticality; Draw Kong Zhongying and note drawing the hole penetration rate; When getting into the aquifer, slow down, reduce each drilling depth when adopting dry hole to draw Kong Shiying, and strengthen the revolution number of times, to guarantee in silt, flour sand layer section, forming effective retaining wall.
The present invention is put internal diameter greater than the diameter of prefabricated test pile or the bellows of catercorner length through drawing Kong Houxian; Combine closely through the bellows and the soil body; Because the intensity of bellows is high; The soil body does not constitute influence to preformed pile in the bellows, eliminates the test pile side friction like this, reduces the influence of the above soil body of design stake top mark height to test result.
Test pile is tested in the present embodiment is positioned near the face of land; Pile sinking was tested after hole to stake top mark height was drawn in the general employing of test pile; When adopting this to draw the Kong Houchen pile testing method, should notice whether adjacent area exists the shallow well artesian aquifer phenomenon of drawing water, because might take place not to be restored as yet behind the pile body vertical shear soil body in the pile driving process time; Because of artesian water draw water cause mobile cause form at the pile body side permeable up and down, thereby cause that pile side friction can not get recovering phenomenon.
Above-mentioned instance only is explanation technical conceive of the present invention and characteristics, and its purpose is to let the people who is familiar with this technology can understand content of the present invention and enforcement according to this, can not limit protection scope of the present invention with this.All equivalent transformations that spirit is done according to the present invention or modification all should be encompassed within protection scope of the present invention.
Claims (5)
1. preformed pile pile testing method in the soil body is characterized in that said method comprising the steps of:
(1) draws the hole step: draw diameter in advance at place, soil body stake position greater than preformed pile stake footpath or the cornerwise hole of stake, side, the said pile follower degree of depth of drawing hole depth smaller or equal to the preformed pile test pile;
(2) put the bellows step: in the hole, transfer bellows after drawing the hole, the internal diameter of said bellows is greater than pile tube stake footpath or side's stake diagonal, and bellows is transferred to drawing hole depth;
(3) pile sinking step: the preformed pile pile sinking is arrived the pile follower degree of depth that regulation requires according to common pile-sinking method.
2. method according to claim 1, the internal diameter that it is characterized in that bellows in the said method is greater than pile tube stake footpath or side's stake diagonal 100mm.
3. method according to claim 1, it is characterized in that drawing in the said method aperture, hole should be than pile tube stake footpath or the big 200mm of side's stake diagonal.
4. method according to claim 1 is characterized in that drawing in the said method hole and uses and to draw the hole machine and draw the hole through dried hole forming method.
5. method according to claim 1 is characterized in that in the said method when soil body soil layer is aquifer silt, flour sand, leaves in stake top mark eminence and draws the hole surplus, and the said hole depth that draws is risen out 0.5m ~ 1.0m than stake.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110039641 CN102134861B (en) | 2011-02-17 | 2011-02-17 | Method for testing precast pile in soil body |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110039641 CN102134861B (en) | 2011-02-17 | 2011-02-17 | Method for testing precast pile in soil body |
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| CN102134861A CN102134861A (en) | 2011-07-27 |
| CN102134861B true CN102134861B (en) | 2012-05-30 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105019422B (en) * | 2015-06-04 | 2018-11-16 | 河海大学 | Topsoil is cured in situ the foundation construction method that carrying is combined with stake |
| CN108643251B (en) * | 2018-06-26 | 2023-06-06 | 浙江理工大学 | Pile foundation pulling-out test device and pulling-out test method |
| CN109577387A (en) * | 2018-12-27 | 2019-04-05 | 深圳市建筑设计研究总院有限公司 | A kind of pile testing method and test pile structure |
| CN110409519B (en) * | 2019-07-17 | 2020-12-01 | 中国建筑第八工程局有限公司 | Device and method for testing bearing capacity of super-large-diameter end bearing pile |
| CN113136903A (en) * | 2021-04-27 | 2021-07-20 | 北京中岩大地科技股份有限公司 | Dynamic monitoring method for construction quality of precast pile |
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| DE10346040A1 (en) * | 2003-10-02 | 2005-05-25 | Bauer Maschinen Gmbh | Method and test arrangement for determining the carrying behavior of displacement piles |
| CN101824828A (en) * | 2009-03-05 | 2010-09-08 | 上海宝钢工程技术有限公司 | Synthetically determining method of single pile bearing capacity geotechnical engineering for driving pile by prefabricating and tamping |
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Effective date of registration: 20120711 Address after: 215021 Suzhou Industrial Park, Jiangsu Xinghai street, No. 9 Patentee after: Suzhou Institute of Architectural Design Co., Ltd. Address before: 215021 Suzhou Industrial Park, Jiangsu Xinghai street, No. 9 Patentee before: Suzhou Institute of Architectural Design Co., Ltd. |
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Address after: 215021 Suzhou Industrial Park, Jiangsu Xinghai street, No. 9 Patentee after: Design group Limited by Share Ltd Address before: 215021 Suzhou Industrial Park, Jiangsu Xinghai street, No. 9 Patentee before: Suzhou Institute of Architectural Design Co., Ltd. |