CN103397632B - PHC pile tube and pile-sinking method thereof - Google Patents
PHC pile tube and pile-sinking method thereof Download PDFInfo
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- CN103397632B CN103397632B CN201310340797.5A CN201310340797A CN103397632B CN 103397632 B CN103397632 B CN 103397632B CN 201310340797 A CN201310340797 A CN 201310340797A CN 103397632 B CN103397632 B CN 103397632B
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Abstract
The invention provides a kind of PHC pile tube and pile-sinking method thereof.This PHC pile tube comprises pile body and steel boots, and there is one section of stirrup encrypted section the upper end of pile body, and the spacing between the stirrup of stirrup encrypted section is less than the spacing between the stirrup of the remainder of pile body.Steel boots are arranged on the bottom of pile body, and steel boots comprise steel boots body and radial rib plate, outer ring expansion, and radial rib plate is arranged on the outer wall of steel boots body, and outer ring expansion is arranged on the outer wall of pile body bottom.PHC pile tube of the present invention, can pass through thicker sandy soils in pile driving process.
Description
Technical field
The present invention relates to field of civil engineering, be specifically related to a kind of PHC pile tube and pile-sinking method thereof.
Background technology
PHC pile tube: full name is prestress high intensity concrete (theprestressedhigh-intensityconcrete) pile tube, in professional factory, adopt pretensioned prestressing and centrifugal molding process, a kind of pile tube made through steam press maintenance, specifically with reference to domestic corresponding national standard drawings " prestressed concrete pipe pile " (10G409)
In Practical Project, the basement process being more and more positioned at soft soil areas engineering by PHC pile tube to replace steel pipe pile, square pile and castinplace pile.But in some real engineerings, in soil layer, there is weak substratum, because engineering is very high to requirement of settlement control, the soil layer of below weak substratum must be adopted as bearing stratum, therefore, in general, PHC pile tube need, through weak substratum and above hardpan, be generally sandy soils.When sandy soils thickness comparatively large (generally more than 10m), no matter adopt hammering and static pressure pile-sinking technique, the pile sinking of PHC stake is all very difficult.For generally passing through thicker sandy soils (generally more than 10m), and the engineering of stake long (generally more than 40m), most of engineering just adopts the foundation treatment mode of piling bar or bored pile.
Piling bar adopts steel due to piling, the hardness of its material and toughness better, larger impact force also generally can not break piling, simultaneously because steel strength is high, stake cross section is less, and its penetration capacity for soil layer is also better, and generally it passes through compared with the quality of thick sandy soil layer is guaranteed.But piling bar cost is too expensive, the steel of so much costliness are beaten in underground, and general owner is difficult to bear, and present engineering foundation process less and less adopts piling bar.
And bored pile can pass through for most of soil layer, be also adopt a solution with the most use for passing through compared with problems such as thick sandy soil layer at present.But there is following shortcoming in bored pile:
1) owing to not having soil compaction effect, compare PHC stake, the bearing capacity of single pile with diameter is lower.
2) pile sinking quality is by the restriction of construction condition, must on-the-spot pore-forming, fabrication of reinforcing cage, pouring concrete complex procedures, construct loaded down with trivial details, pile quality control is more difficult.
3) construction costs is low relative to steel pipe pile, significantly higher than PHC stake cost.
4) speed of application is subject to the restriction of equipment, and every pile is slower than PHC stake for the pile sinking speed of every platform pile foundation.
5) bored pile building site there will be the soiled condition that mud completely flows, and draws water and the busy scene of mound muck haulage everywhere in building site.
In view of the above problems, designing new PHC pile tube and PHC pile tube process for sinking is solve in pile driving process easy broken pile when passing through thicker sandy soils and cannot one of the key issue of problem of pile sinking.
Summary of the invention
The object of this invention is to provide a kind of PHC pile tube that can pass through thicker sandy soils in pile driving process, and a kind of pile-sinking method being suitable for PHC pile tube of the present invention is provided.
For achieving the above object, according to an aspect of the present invention, provide a kind of PHC pile tube, described PHC pile tube comprises pile body and steel boots, and a steel plate at the bottom of described pile body bottom is provided with, is characterized in that:
There is one section of stirrup encrypted section the upper end of described pile body, and the spacing between the stirrup of described stirrup encrypted section is less than the spacing between the stirrup of the remainder of described pile body; And
Described steel boots are arranged on pile body bottom, and described steel boots comprise steel boots body, radial rib plate and outer ring expansion, wherein, described steel boots body is fixedly connected on steel plate at the bottom of described stake, described radial rib plate is arranged on the outer wall of described steel boots body, and the outer wall that described outer ring expansion is fixedly connected on steel plate at the bottom of described stake is fixedly connected with described radial rib plate.
Preferably, the internal diameter of described outer ring expansion is equal with the external diameter of described pile body, and the external diameter of described outer ring expansion 1 ~ 5cm larger than the internal diameter of described outer ring expansion.
Preferably, the spacing between the stirrup of described stirrup encrypted section is 1/3 to 1/2 of the spacing between the stirrup of the remainder of described pile body, and the length of described stirrup encrypted section is 2 ~ 4 meters.
Preferably, one end of the close described pile body of described radial rib plate is given prominence to the outer wall 1 ~ 5cm of described pile body and is fixedly connected with described outer ring expansion.
Preferably, described steel boots body is cylindrical shape steel plate, and spaced multiple described radial rib plate extends radially outwardly from the outer wall of described steel boots body.
Preferably, the length of described steel boots body is 40 ~ 80cm, and external diameter is 1/3 to 2/3 of the external diameter of described pile body, and the outer wall 1 ~ 5cm of described pile body is given prominence in one end of the close described pile body of described radial rib plate.
According to a further aspect in the invention, additionally provide a kind of PHC pile tube pile-sinking method, it is characterized in that, described method comprises:
Step 1: select PHC pile tube, described PHC pile tube comprises pile body and steel boots, a steel plate at the bottom of described pile body bottom is provided with; There is one section of stirrup encrypted section the upper end of described pile body, and the spacing between the stirrup of described stirrup encrypted section is less than the spacing between the stirrup of the remainder of described pile body; And
Described steel boots are arranged on pile body bottom, and described steel boots comprise steel boots body, radial rib plate and outer ring expansion, wherein, described steel boots body is fixedly connected on steel plate at the bottom of described stake, described radial rib plate is arranged on the outer wall of described steel boots body, and the outer wall that described outer ring expansion is fixedly connected on steel plate at the bottom of described stake is fixedly connected with described radial rib plate;
Step 2: carry out the pairing of pile sinking machinery, select suitable hammer, and determine hammering height;
Step 3: determine to draw bore dia and the degree of depth, then carries out drawing hole;
Step 4: carry out pile sinking, records pile sinking parameter in whole pile driving process, and maximum drawing hole and drive piles should control in 10 hours interval time;
Step 5: monitoring and the detection of according to code requirement, pile sinking being carried out to large sstrain and small strain;
Preferably, in above-mentioned steps 1, according to various different soil layer property and depth profile, the best stake designing each single-unit stake is long, carries out the long matched design of stake.
Preferably, in step 2 above, adopt 100 hammers to carry out pile sinking, and reduce height of the fall and adopt and carry out weight and touch.
Preferably, in above-mentioned steps 3, draw the PHC pile tube external diameter that bore dia is 1/3 to 2/3, drawing hole depth is 1/3 of the thickness of hardpan to penetrating comparatively thick sandy soil layer completely.
PHC pile tube bearing capacity of single pile of the present invention is high, can squeeze into closely knit layer of sand and strongly weathered sand-rock, and simple to operate, easy to control, and at bearing capacity, anti-bending strength, anti-dialling in performance are all easily guaranteed.
Accompanying drawing explanation
Fig. 1 is the biopsy cavity marker devices structural representation according to PHC pile tube of the present invention, and wherein figure top is divided into the PHC pile tube upper end of non-cutting, and figure bottom is divided into the PHC pile tube lower part after cutting.
Fig. 2 is the structural representation upward view according to PHC pile tube of the present invention.
Fig. 3 is the process flow chart according to PHC pile tube pile-sinking method of the present invention.
Detailed description of the invention
Below with reference to accompanying drawing, preferred embodiment of the present invention is described in detail, so that clearer understanding objects, features and advantages of the present invention.It should be understood that embodiment shown in the drawings is not limitation of the scope of the invention, and the connotation just in order to technical solution of the present invention is described.
Terminological interpretation:
Weak substratum: when ground is made up of multi-layered Soils, there is allowable bearing below bearing stratum when being less than the soil layer of bearing stratum allowable bearing, such soil layer is called weak substratum.The multi-layered Soils of above indication, mainly refers to that bearing capacity of foundation soil is variant.
Steel boots: cry again steel pile tip or shoe, the steel plate that PHC stake descends the end of joint stake to arrange most and stiffening rib, be generally cylindrical shape, diameter is less than the diameter of PHC stake, for cutting soil, is conducive to reducing soil compaction effect.
Outer ring expansion: the doughnut-shaped steel plate that steel plate at the bottom of the stake of pile body is welded with, it makes the external diameter of the part be connected with pile body of shoe be greater than pile body diameter 1 ~ 5cm, and during minimizing pile sinking, the frictional force of stake soil, is conducive to pile sinking and passes through sandy soils.
Radial rib plate: namely at the stiffening rib of steel boots body surrounding, for strengthening steel boots body and outer ring expansion etc.
Soil plug height: in uncovered hollow PHC pile tube pile driving process, the soil body pours in the soil plug formed in pipe, to the influential effect of the performance degree of end resistance, can improve the bearing capacity of stake.The soil body height poured in PHC pipe is soil plug height.
60 hammers, 80 hammers and 100 hammers: the hammer referring to 6 tons heavy, 8 tons heavy and 10 tons of weights respectively.
Fig. 1 and Fig. 2 illustrates the structural representation according to PHC pile tube of the present invention.As depicted in figs. 1 and 2, PHC pile tube of the present invention comprises pile body 10 and steel boots 20.There is one section of stirrup encrypted section 1 pile body 10 upper end of PHC pile tube, and the length of this stirrup encrypted section 1 is preferably 2 meters to 4 meters, is more preferably 2.5 meters to 3.5 meters, is 3 meters best.The spacing of the stirrup of this stirrup encrypted section 1 is 1/3 to 2/3 of the spacing of the stirrup of the remainder 2 of pile body 10, and preferably, the spacing of the stirrup of this stirrup encrypted section 1 is 1/2 of the spacing of remainder 2 stirrup of pile body.Preferably, mix in this stirrup encrypted section 1 and put steel wire, in order to strengthen compressive stress ability.Steel plate 6 at the bottom of being provided with bottom pile body, at the bottom of stake, steel plate 6 and steel boots 20 are by being welded to connect.
Steel boots 20 are arranged on the stake bottom of PHC pile tube, and steel boots 20 comprise steel boots body 4 and radial rib plate 3.In the present embodiment, steel boots body 4 is cylindrical shape steel plate, and this cylindrical shape steel plate length is 40 ~ 80cm, and external diameter is D/3 ~ 2D/3, and wherein D is the external diameter of PHC pile tube.The steel plate thickness of cylindrical shape steel plate is 1 ~ 3cm, and steel boots 20 and pile body 10 junction arrange the outer ring expansion 5 of 1 ~ 5cm thickness.Radial rib plate 3 is the multiple floors arranged around the periphery of cylindrical shape steel plate, and the outer wall 1 ~ 5cm of pile body 10 is given prominence in one end of the close pile body 10 of floor.This pile body and the combination of steel boots, have the effect of cutting sand when wearing and cut thicker sand to pile sinking and enter bearing stratum.The shape of cross section that it is pointed out that steel boots body 4 also can be triangle, other shape such as square, oval.
Below in conjunction with Fig. 3, PHC pipe pile construction method of the present invention is described.In general, PHC pipe pile construction method mainly contains hammering and static pressure two kinds, a kind of pile-sinking method that sunk by hammer is exactly employing diesel hammer, the hammering of PHC pile tube is buried by the construction technology of hydraulic hammer.Static pressure construction makes counter-force by a kind of process for sinking in PHC pile tube press-in soil by the counterweight in the deadweight of pile press and pile frame, in pile driving process, pile driving pressure can read intuitively, safely, exactly and automatically record, and thus controls pile capacity and judges that accuracy is high.
As shown in Figure 3, PHC pile tube process for sinking concrete steps of the present invention are as follows:
1) first carry out piling selection, when selecting piling, select suitable pile-type according to the requirement of soil layer situation, embedded depth and bearing capacity.The stake of general employing Type B, increases the anti-strike ability of PHC stake.And pile body uses material must be river sand, forbids fusion manufactured sand, aggregate must by the fresh building stones of specified grading.
2) according to various different soil layer property and depth profile, the best stake designing each single-unit stake is long, carries out the long matched design of stake.
3) carry out the pairing of pile sinking machinery, owing to have employed PHC pile tube of the present invention, pile sinking machinery should adopt and mate than the higher leveled equipment of general pile sinking method.Such as general 600PHC stake adopts 60 hammers or 80 hammers to carry out pile sinking, and this technological requirement adopts 100 hammers to carry out pile sinking, and reduces height of the fall and adopt and carry out weight and touch, and ensures pipe pile integrity.
4) process of stake end is carried out.Carry out the different situations (the soft degree etc. on such as ground) on the ground of driving piles according to the piling performance of previous stake and/or needs, other factors when simultaneously considering on-the-spot piling process stake end.
5) determine to draw bore dia and the degree of depth.Before piling, stake position of burying is carried out to original position and drawn hole, draw bore dia and be generally D/3 ~ 2D/3, wherein D is PHC pile tube diameter, draws hole depth and is generally that to enter compared with thick sandy soil layer H/3(H be thickness compared with thick sandy soil layer or hardpan) to penetrating comparatively thick sandy soil layer completely.
6) carry out drawing hole, draw Kong Shiying and keep a close eye on the verticality of drawing hole and meet the demands.Drawing Kong Houying and noting the removing of sediment at the bottom of hole, necessary measure (mud of such as fetching water, dress sheath etc.) should taked to prevent from drawing at the bottom of hole, hole and have assorted soil for situations such as the collapse holes that may exist.
7) carry out pile sinking, in whole pile driving process, record pile sinking parameter.Simultaneously must as much as possible with drawing with beating, maximum drawing hole and drive piles should control in 10 hours interval time, prevents the consolidation deformation again of the soil body and the sediment at the bottom of hole.Then according to the soil plug height of PHC stake after drawing hole, draw hole after blow counts judge to draw the reasonability of the bore dia degree of depth.If unreasonable, then when carrying out the pile sinking of next PHC pile tube, should should adjust, redefining and draw bore dia and the degree of depth.Rationally, then next step is carried out if judge.The object that the rational process of the bore dia degree of depth is drawn in whole judgement is the success rate in order to ensure pile sinking, reduces the loss of the bearing capacity of single pile caused owing to drawing hole simultaneously.
8) what proceed next PHC pile tube draws hole, scarfing cinder, pile sinking.Detect in this process and judge whether to occur abnormal conditions, such as blow counts is far longer than the situations such as the blow counts pre-estimated.If there are abnormal conditions, then the best stake redesigning each single-unit stake is long, carries out the long matched design of stake, if not there are abnormal conditions, when all are normal, continues next step.
9) according to code requirement, pile sinking is randomly drawed to the monitoring and detection of carrying out large sstrain and small strain, this step object is in order to ensure pile sinking quality.Determine whether to meet pile sinking code requirement according to monitoring and testing result, if do not meet pile sinking code requirement, come back to step 6, if meet pile sinking code requirement, then driven piles.
In whole process, PHC pile tube pile-sinking method of the present invention needs the hammering energy controlling pile driver, controls piling speed, and formulates suitable piling order in conjunction with place situation, guarantee the success rate of driving piles.
It should be noted that in Practical Project, should incorporation engineering test pile, engineering pile and geology change situation above-mentioned flow process and method are constantly adjusted and are optimized.
The invention has the advantages that the foundation treatment mode for the PHC pile tube that originally cannot pass through compared with thick sandy soil layer, after employing technique of the present invention, make it to become feasible scheme.Compare original piling bar or the Ground Treatment Schemes of castinplace pile, the PHC stake scheme that the present invention adopts has following advantage:
1) bearing capacity of single pile is high, due to the ad hoc structure of PHC pile tube of the present invention, make pile strength high, can squeeze into closely knit layer of sand and strongly weathered sand-rock, due to squeezing action, the comparable original state soil property of bearing capacity of pile tip improves, pile side friction also can improve, even if having employed the process for sinking drawing hole, side friction is lost, but still higher than the castinplace pile with diameter.
2) pile sinking reliable in quality, PHC pile tube is batch production, specialization, standardized production, and pile quality is reliable; Transporting and hoisting is convenient, and pile extension is quick; Mechanized construction degree is high, simple to operate, easy to control, and at bearing capacity, anti-bending strength, anti-dialling in performance are all easily guaranteed.
3) to compare piling bar, castinplace pile cheaply many for construction costs.
4) the mechanized construction degree of PHC pile tube is high, and on-the-spot clean and tidy, construction environment is good, easily accomplishes civilized construction, and safety in production reduces security incident.
Below described preferred embodiment of the present invention in detail, but it will be appreciated that, after having read above-mentioned instruction content of the present invention, those skilled in the art can make various changes or modifications the present invention.These equivalent form of values fall within the application's appended claims limited range equally.
Claims (10)
1. a PHC pile tube, described PHC pile tube comprises pile body and steel boots, and a steel plate at the bottom of described pile body bottom is provided with, is characterized in that:
There is one section of stirrup encrypted section the upper end of described pile body, and the spacing between the stirrup of described stirrup encrypted section is less than the spacing between the stirrup of the remainder of described pile body; And
Described steel boots are arranged on pile body bottom, and described steel boots comprise steel boots body, radial rib plate and outer ring expansion, wherein, described steel boots body is fixedly connected on steel plate at the bottom of described stake, described radial rib plate is arranged on the outer wall of described steel boots body, and the outer wall that described outer ring expansion is fixedly connected on steel plate at the bottom of described stake is fixedly connected with described radial rib plate.
2. PHC pile tube as claimed in claim 1, is characterized in that: the internal diameter of described outer ring expansion is equal with the external diameter of described pile body, and the external diameter of described outer ring expansion 1 ~ 5cm larger than the internal diameter of described outer ring expansion.
3. PHC pile tube as claimed in claim 1, it is characterized in that: the spacing between the stirrup of described stirrup encrypted section is 1/3 to 1/2 of the spacing between the stirrup of the remainder of described pile body, the length of described stirrup encrypted section is 2 ~ 4 meters.
4. PHC pile tube as claimed in claim 1, is characterized in that: one end of the close described pile body of described radial rib plate is given prominence to the outer wall 1 ~ 5cm of described pile body and is fixedly connected with described outer ring expansion.
5. PHC pile tube as claimed in claim 1, it is characterized in that: described steel boots body is cylindrical shape steel plate, spaced multiple described radial rib plate extends radially outwardly from the outer wall of described steel boots body.
6. PHC pile tube as claimed in claim 5, it is characterized in that: the length of described steel boots body is 40 ~ 80cm, and external diameter is 1/3 to 2/3 of the external diameter of described pile body, the outer wall 1 ~ 5cm of described pile body is given prominence in one end of the close described pile body of described radial rib plate.
7. a PHC pile tube pile-sinking method, is characterized in that, described method comprises:
Step 1: select PHC pile tube, described PHC pile tube comprises pile body and steel boots, a steel plate at the bottom of described pile body bottom is provided with; There is one section of stirrup encrypted section the upper end of described pile body, and the spacing between the stirrup of described stirrup encrypted section is less than the spacing between the stirrup of the remainder of described pile body; And
Described steel boots are arranged on pile body bottom, and described steel boots comprise steel boots body, radial rib plate and outer ring expansion, wherein, described steel boots body is fixedly connected on steel plate at the bottom of described stake, described radial rib plate is arranged on the outer wall of described steel boots body, and the outer wall that described outer ring expansion is fixedly connected on steel plate at the bottom of described stake is fixedly connected with described radial rib plate;
Step 2: carry out the pairing of pile sinking machinery, select suitable hammer, and determine hammering height;
Step 3: determine to draw bore dia and the degree of depth, then carries out drawing hole;
Step 4: carry out pile sinking, records pile sinking parameter in whole pile driving process, and maximum drawing hole and drive piles should control in 10 hours interval time;
Step 5: monitoring and the detection of according to code requirement, pile sinking being carried out to large sstrain and small strain.
8. PHC pile tube pile-sinking method as claimed in claim 7, it is characterized in that: in step 1, according to various different soil layer property and depth profile, the best stake designing each single-unit stake is long, carries out the long matched design of stake.
9. PHC pile tube pile-sinking method as claimed in claim 7, is characterized in that: in step 2, adopts 100 hammers to carry out pile sinking, and reduces height of the fall and adopt and carry out weight and touch.
10. PHC pile tube pile-sinking method as claimed in claim 7, is characterized in that: in step 3, draws the PHC pile tube external diameter that bore dia is 1/3 to 2/3, and drawing hole depth is 1/3 of the thickness of hardpan to penetrating comparatively thick sandy soil layer completely.
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105274989A (en) * | 2014-06-26 | 2016-01-27 | 中国二十冶集团有限公司 | Pile sinking method for PHC pipe pile in clayey-soil-containing medium-coarse sand layer |
| CN106638595A (en) * | 2015-10-28 | 2017-05-10 | 上海十三冶建设有限公司 | Concrete prefabricated pile rapid sinking method |
| CN107254872B (en) * | 2017-07-13 | 2023-01-03 | 浙江大学 | Prestressed pipe pile bottom floating and fixing sealing device and control method thereof |
| CN108005065A (en) * | 2017-12-29 | 2018-05-08 | 上海建工集团股份有限公司 | The constructing structure and construction method of PHC static pressure pipe piles |
| CN108612102A (en) * | 2018-04-27 | 2018-10-02 | 中国二十冶集团有限公司 | A kind of synthesis pile sinking process penetrating geology hard formation |
| CN109024566A (en) * | 2018-08-28 | 2018-12-18 | 毕建宏 | Interior piling and its construction method and device |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201007003Y (en) * | 2007-02-27 | 2008-01-16 | 王伟明 | Reinforced concrete compounded pile |
| CN101280563A (en) * | 2008-05-23 | 2008-10-08 | 中建五局第三建设有限公司 | Pretensioned prestressing pipe pile construction method under weak expansion soil condition |
| KR101116389B1 (en) * | 2011-08-05 | 2012-02-22 | 오성남 | Composit pile combined steel tubular pile and concrete pile reinforced with connecting structure |
| CN202247859U (en) * | 2011-07-26 | 2012-05-30 | 杭州固华复合材料科技有限公司 | Large crack control prestressed concrete pipe pile |
| CN203361146U (en) * | 2013-08-06 | 2013-12-25 | 中国电力工程顾问集团华东电力设计院 | PHC (Prestressed High-strength Concrete) pipe pile |
-
2013
- 2013-08-06 CN CN201310340797.5A patent/CN103397632B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201007003Y (en) * | 2007-02-27 | 2008-01-16 | 王伟明 | Reinforced concrete compounded pile |
| CN101280563A (en) * | 2008-05-23 | 2008-10-08 | 中建五局第三建设有限公司 | Pretensioned prestressing pipe pile construction method under weak expansion soil condition |
| CN202247859U (en) * | 2011-07-26 | 2012-05-30 | 杭州固华复合材料科技有限公司 | Large crack control prestressed concrete pipe pile |
| KR101116389B1 (en) * | 2011-08-05 | 2012-02-22 | 오성남 | Composit pile combined steel tubular pile and concrete pile reinforced with connecting structure |
| CN203361146U (en) * | 2013-08-06 | 2013-12-25 | 中国电力工程顾问集团华东电力设计院 | PHC (Prestressed High-strength Concrete) pipe pile |
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