CN203361146U - PHC (Prestressed High-strength Concrete) pipe pile - Google Patents
PHC (Prestressed High-strength Concrete) pipe pile Download PDFInfo
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- CN203361146U CN203361146U CN 201320479310 CN201320479310U CN203361146U CN 203361146 U CN203361146 U CN 203361146U CN 201320479310 CN201320479310 CN 201320479310 CN 201320479310 U CN201320479310 U CN 201320479310U CN 203361146 U CN203361146 U CN 203361146U
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Abstract
The utility model provides a PHC (Prestressed High-strength Concrete) pipe pile. The PHC pipe pile comprises a pile body and a steel boot, wherein a stirrup encryption section is provided at the upper end of the pile body; spacing between stirrups of the stirrup encryption section is smaller than that between the stirrups of the rest part of the pile body. The steel boot is arranged at the bottom end of the pile body, and the steel boot comprises a steel boot body, a radial rib plate and an external expanding ring, wherein the radial rib plate is arranged on the outer wall of the steel boot body; the external expanding ring is arranged on the bottom wall at the bottom end of the pile body. The PHC pipe pile provided by the utility model can pass through a thicker sand soil layer in a pile sinking process.
Description
Technical field
The utility model relates to field of civil engineering, is specifically related to a kind of PHC pile tube.
Background technology
The PHC pile tube: full name is prestress high intensity concrete (the prestressed high-intensity concrete) pile tube, to adopt pretensioned prestressing and centrifugal molding process in professional factory, a kind of pile tube of making through steam press maintenance, the domestic corresponding national standard drawings of concrete reference " prestressed concrete pipe pile " (10G409)
In Practical Project, the ground processing that more and more is positioned at the soft soil areas engineering replaces steel pipe pile, square pile and castinplace pile by the PHC pile tube.But in some real engineerings, there is weak substratum in soil layer, because engineering is very high to requirement of settlement control, must adopt the following soil layer of weak substratum as bearing stratum, therefore, in general, the PHC pile tube need, through weak substratum and above hardpan, be generally sandy soils.When large (generally surpassing 10m), no matter adopt hammering and static pressure pile-sinking technique when sandy soils thickness, the pile sinking of PHC stake is all very difficult.Pass through thicker sandy soils (generally surpassing 10m) for general need, and the engineering of stake long long (generally surpassing 40m), most of engineering just adopts the foundation treatment mode of piling bar or bored pile.
Piling bar is because piling adopts steel, and hardness and the toughness of its material are better, and larger impact force generally can not broken piling yet, simultaneously because steel strength is high, the stake cross section is less, and its penetration capacity for soil layer is also better, and generally its quality of passing through thicker sandy soils is guaranteed.But the 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 less and less is processed and adopted piling bar.
And bored pile can pass through for most of soil layers, be also at present for problems such as passing through thicker sandy soils, to adopt to obtain a solution at most.But there is following shortcoming in bored pile:
1) owing to there is no soil compaction effect, compare the PHC stake, lower with the bearing capacity of single pile of diameter.
2) the pile sinking quality is subject to the restriction of construction condition, must on-the-spot pore-forming, fabrication of reinforcing cage, pouring concrete complex procedures, construct loaded down with trivial detailsly, and it is more difficult that pile quality is controlled.
3) the relative steel pipe pile of construction costs is low, 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 pile foundation.
5) the dirty situation that the bored pile building site there will be mud completely to flow, draw 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 one of key issue solved in pile driving process easy broken pile while passing through thicker sandy soils and problem that can't pile sinking.
The utility model content
The purpose of this utility model is to provide a kind of PHC pile tube that can in pile driving process, pass through thicker sandy soils, and a kind of pile-sinking method that is suitable for PHC pile tube of the present utility model is provided.
For achieving the above object, according to one side of the present utility model, 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 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 remainder of described pile body; And
Described steel boots are arranged on the pile body bottom, and described steel boots comprise steel boots body, radially floor and outer ring expansion, wherein, described steel boots body is fixedly connected on described stake end steel plate, described radially floor is arranged on the outer wall of described steel boots body, and described outer ring expansion is fixedly connected on the outer wall of described stake end steel plate and is fixedly connected with described radially floor.
Preferably, the internal diameter of described outer ring expansion equates with the external diameter of described pile body, and the external diameter of described outer ring expansion is than the large 1～5cm of the internal diameter of described outer ring expansion.
Preferably, 1/3 to 1/2 of the spacing between the stirrup of the remainder that the spacing between the stirrup of described stirrup encrypted section is described pile body, the length of described stirrup encrypted section is 2～4 meters.
Preferably, a distal process of the close described pile body of described radially floor goes out the outer wall 1～5cm of described pile body and is fixedly connected with described outer ring expansion.
Preferably, described steel boots body is the cylindrical shape steel plate, and spaced a plurality of described radially floors extend radially outwardly from the outer wall of described steel boots body.
Preferably, the length of described steel boots body is 40～80cm, 1/3 to 2/3 of the external diameter that external diameter is described pile body, and a distal process of the close described pile body of described radially floor goes out the outer wall 1～5cm of described pile body.
According on the other hand of the present utility model, a kind of PHC pile tube pile-sinking method also is provided, it is characterized in that, described method comprises:
Step 1: select the 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 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 remainder of described pile body; And
Described steel boots are arranged on the pile body bottom, and described steel boots comprise steel boots body, radially floor and outer ring expansion, wherein, described steel boots body is fixedly connected on described stake end steel plate, described radially floor is arranged on the outer wall of described steel boots body, and described outer ring expansion is fixedly connected on the outer wall of described stake end steel plate and is fixedly connected with described radially floor;
Step 2: carry out the pairing of pile sinking machinery, select suitable hammer, and definite hammering height;
Step 3: determine and draw bore dia and the degree of depth, then drawn hole;
Step 4: carry out pile sinking, record the pile sinking parameter in whole pile driving process, and maximum drawing hole and drive piles should be controlled in 10 hours interval time;
Step 5: according to code requirement, pile sinking is carried out monitoring and the detection of large strain and small strain;
Preferably, in above-mentioned steps 1, according to various soil layer property and depth profile, the best stake that designs each single-unit stake is long, carries out the long coupling design of stake.
Preferably, in above-mentioned steps 2, 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, the PHC pile tube external diameter that to draw bore dia be 1/3 to 2/3, the thickness that to draw hole depth be hardpan 1/3 to penetrating thicker sandy soils fully.
PHC pile tube bearing capacity of single pile of the present utility model is high, can squeeze into closely knit layer of sand and severely-weathered rock stratum, and simple to operate, easy to control, and at bearing capacity, assurance all is easy to get on anti-bending strength, anti-group performance.
The accompanying drawing explanation
Fig. 1 is the biopsy cavity marker devices structural representation according to PHC pile tube of the present utility model, and wherein figure top is divided into the ，Tu bottom, PHC pile tube upper end of not dissecing and is divided into part under the PHC pile tube after dissecing.
Fig. 2 is the structural representation upward view according to PHC pile tube of the present utility model.
Fig. 3 is the process flow chart according to PHC pile tube pile-sinking method of the present utility model.
The specific embodiment
Below with reference to accompanying drawing, preferred embodiment of the present utility model is elaborated, understands the purpose of this utility model, characteristics and advantage so that clearer.It should be understood that embodiment shown in the drawings is not the restriction to the utility model scope, and just for the connotation of technical solutions of the utility model is described.
Terminological interpretation:
Weak substratum: when ground is comprised of multi-layered Soils, while existing allowable bearing to be less than the soil layer of bearing stratum allowable bearing below bearing stratum, such soil layer is called weak substratum.The multi-layered Soils of above indication, mainly refer to that bearing capacity of foundation soil is variant.
The steel boots: cry again steel pile tip or shoe, steel plate and stiffening rib that the end of the most lower joint stake of PHC stake arranges, be generally cylindricly, and diameter is less than the diameter of PHC stake, for cutting soil, is conducive to reduce soil compaction effect.
Outer ring expansion: the doughnut-shaped steel plate be welded with on the stake end steel plate of pile body, it makes the external diameter of the part be connected with pile body of shoe be greater than pile body diameter 1～5cm, and while reducing pile sinking, the frictional force of stake soil, be conducive to pile sinking and pass through sandy soils.
Floor radially: 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, and the effect that affects on the performance degree of end resistance, can improve the bearing capacity of stake.The height that the soil body pours in the PHC pipe is soil plug height.
60 hammers, 80 hammers and 100 hammers: the hammer that refers to respectively 6 tons heavy, 8 tons heavy and 10 tons of weights.
Fig. 1 and Fig. 2 illustrate the structural representation according to PHC pile tube of the present utility model.As depicted in figs. 1 and 2, PHC pile tube of the present utility model comprises pile body 10 and steel boots 20.There is one section stirrup encrypted section 1 pile body 10 upper ends of PHC pile tube, and the length of this stirrup encrypted section 1 is preferably 2 meters to 4 meters, are more preferably 2.5 meters to 3.5 meters, are best 3 meters.Between the stirrup of remainder 2 that between the stirrup of this stirrup encrypted section 1, distance be pile body 10 1/3 to 2/3 of distance, preferably, between the stirrup of this stirrup encrypted section 1 apart from be between remainder 2 stirrups of pile body distance 1/2.Preferably, in this stirrup encrypted section 1, mix and put steel wire, in order to strengthen the compressive stress ability.A steel plate 6 at the bottom of pile body bottom is provided with, stake end steel plate 6 with steel boots 20 by being welded to connect.
Below in conjunction with Fig. 3, PHC pipe pile construction method of the present utility model is described.In general, the PHC pipe pile construction method mainly contains two kinds of hammering and static pressure, and sunk by hammer is exactly a kind of pile-sinking method that adopts the construction technology of diesel hammer, hydraulic hammer that the hammering of PHC pile tube is buried.Static pressure construction is to make counter-force by the deadweight of pile press and the counterweight on pile frame the PHC pile tube is pressed into to a kind of process for sinking in soil, in pile driving process, pile driving pressure can be intuitively, safety, read exactly and automatically record, thus to pile capacity control and the judgement accuracy high.
As shown in Figure 3, PHC pile tube process for sinking concrete steps of the present utility model are as follows:
1) at first carry out the piling selection, while selecting piling, according to the requirement of soil layer situation, embedded depth and bearing capacity, select suitable stake type.General Type B stake, the anti-strike ability of increase PHC stake of adopting.And it must be river sand that pile body is used material, forbid the fusion manufactured sand, aggregate is the fresh building stones of grating in accordance with regulations.
2) according to various soil layer property and depth profile, the best stake that designs each single-unit stake is long, carries out the long coupling design of stake.
3) carry out the pairing of pile sinking machinery, owing to having adopted PHC pile tube of the present utility model, pile sinking machinery should adopt than the higher leveled equipment of general pile sinking method and be mated.Carry out pile sinking such as general 600PHC stake adopts 60 hammers or 80 hammers, 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 guarantees the integrality of pile tube.
4) carrying out the stake end processes.According to the different situations on the piling performance of previous stake and/or the ground that need to be driven piles (such as the soft degree on ground etc.), other factors while simultaneously considering on-the-spot piling are processed the stake end.
5) determine and draw bore dia and the degree of depth.Before piling, carry out original position and draw hole for the stake position of burying, draw bore dia and be generally D/3～2D/3, wherein D is PHC pile tube diameter, draw hole depth be generally enter the thickness that thicker sandy soils H/3(H is thicker sandy soils or hardpan) to penetrating thicker sandy soils fully.
6) drawn hole, draw Kong Shiying and keep a close eye on the verticality draw hole and meet the demands.The removing of sediment at the bottom of drawing Kong Houying to note hole, have assorted soil at the bottom of should taking necessary measure (such as fetching water mud, dress sheath etc.) to prevent from drawing the hole, hole for the situations such as collapse hole that may exist.
7) carry out pile sinking, record the pile sinking parameter in whole pile driving process.Simultaneously must be as much as possible with drawing with beating, maximum drawing hole and drive piles should be controlled 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 that draws PHC stake behind hole, draw the reasonability that the bore dia degree of depth is drawn in hammering number judgement behind hole.If unreasonable, should when carrying out the pile sinking of next PHC pile tube, should be adjusted, redefine and draw bore dia and the degree of depth.If judgement rationally, is carried out next step.The purpose 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 due to the loss of drawing the bearing capacity of single pile caused in hole simultaneously.
8) proceed the hole of drawing of next PHC pile tube, scarfing cinder, pile sinking.Detect and judge whether to occur abnormal conditions in this process, be far longer than the situations such as hammering number of pre-estimating such as the hammering number.If abnormal conditions occur, the best stake that redesigns each single-unit stake is long, carries out the long coupling design of stake, if abnormal conditions do not occur, when all are normal, continues next step.
9) according to code requirement, pile sinking is randomly drawed monitoring and the detection of carrying out large strain and small strain, this step purpose is in order to ensure the pile sinking quality.Determine whether to meet the pile sinking code requirement according to monitoring and testing result, if do not meet the pile sinking code requirement, come back to step 6, if meet the pile sinking code requirement, driven piles.
In whole process, PHC pile tube pile-sinking method of the present utility model need to be controlled the hammering energy of pile driver, controls piling speed, and formulates suitable piling order in conjunction with the place situation, guarantees the success rate of piling.
It should be noted that in Practical Project, should the incorporation engineering test pile, engineering pile and geology situation about changing constantly adjusts and optimize for above-mentioned flow process and method.
The utility model has the advantage of the foundation treatment mode for the PHC pile tube that originally can't pass through thicker sandy soils, after adopting technique of the present utility model, make it to become feasible scheme.Compare the Ground Treatment Schemes of original piling bar or castinplace pile, the PHC stake scheme that the utility model adopts has following advantage:
1) bearing capacity of single pile is high, ad hoc structure due to PHC pile tube of the present utility model, make pile strength high, can squeeze into closely knit layer of sand and severely-weathered rock stratum, due to squeezing action, the comparable original state soil property of bearing capacity of pile tip improves, pile side friction also can improve, even adopted the process for sinking that draws hole, side friction is lost, but still than high with the castinplace pile of diameter.
2) pile sinking reliable in quality, the PHC pile tube is batch production, specialization, standardized production, pile quality is reliable; Transporting and hoisting is convenient, and pile extension is quick; The mechanized construction degree is high, simple to operate, easy to control, and at bearing capacity, assurance all is easy to get on anti-bending strength, anti-group performance.
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, safety in production, decrease safent accident.
Below described preferred embodiment of the present utility model in detail, but it will be appreciated that, after having read above-mentioned instruction content of the present utility model, those skilled in the art can make various changes or modifications the utility model.These equivalent form of values fall within the application's appended claims limited range equally.
Claims (6)
1. a 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 is characterized in that:
There is one section 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 remainder of described pile body; And
Described steel boots are arranged on the pile body bottom, and described steel boots comprise steel boots body, radially floor and outer ring expansion, wherein, described steel boots body is fixedly connected on described stake end steel plate, described radially floor is arranged on the outer wall of described steel boots body, and described outer ring expansion is fixedly connected on the outer wall of described stake end steel plate and is fixedly connected with described radially floor.
2. PHC pile tube as claimed in claim 1, it is characterized in that: the internal diameter of described outer ring expansion equates with the external diameter of described pile body, and the external diameter of described outer ring expansion is than the large 1～5cm of the internal diameter of described outer ring expansion.
3. PHC pile tube as claimed in claim 1, it is characterized in that: 1/3 to 1/2 of the spacing between the stirrup of the remainder that the spacing between the stirrup of described stirrup encrypted section is described pile body, the length of described stirrup encrypted section is 2～4 meters.
4. PHC pile tube as claimed in claim 1, it is characterized in that: a distal process of the close described pile body of described radially floor goes out 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 the cylindrical shape steel plate, spaced a plurality of described radially floors extend 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, 1/3 to 2/3 of the external diameter that external diameter is described pile body, a distal process of the close described pile body of described radially floor goes out the outer wall 1～5cm of described pile body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320479310 CN203361146U (en) | 2013-08-06 | 2013-08-06 | PHC (Prestressed High-strength Concrete) pipe pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320479310 CN203361146U (en) | 2013-08-06 | 2013-08-06 | PHC (Prestressed High-strength Concrete) pipe pile |
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| CN203361146U true CN203361146U (en) | 2013-12-25 |
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| CN 201320479310 Withdrawn - After Issue CN203361146U (en) | 2013-08-06 | 2013-08-06 | PHC (Prestressed High-strength Concrete) pipe pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397632A (en) * | 2013-08-06 | 2013-11-20 | 中国电力工程顾问集团华东电力设计院 | PHC tubular pile and pile sinking method thereof |
| ES2687871A1 (en) * | 2017-04-28 | 2018-10-29 | Gtceisu Construcción, S.A. | AZUCHE COUPLING FOR PREFABRICATED PILOT (Machine-translation by Google Translate, not legally binding) |
| CN110029661A (en) * | 2019-04-26 | 2019-07-19 | 上海宝田新型建材有限公司 | Method for disposing the combination tubular pole of solid waste material and its disposing solid waste material |
-
2013
- 2013-08-06 CN CN 201320479310 patent/CN203361146U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397632A (en) * | 2013-08-06 | 2013-11-20 | 中国电力工程顾问集团华东电力设计院 | PHC tubular pile and pile sinking method thereof |
| CN103397632B (en) * | 2013-08-06 | 2016-01-13 | 中国电力工程顾问集团华东电力设计院有限公司 | PHC pile tube and pile-sinking method thereof |
| ES2687871A1 (en) * | 2017-04-28 | 2018-10-29 | Gtceisu Construcción, S.A. | AZUCHE COUPLING FOR PREFABRICATED PILOT (Machine-translation by Google Translate, not legally binding) |
| CN110029661A (en) * | 2019-04-26 | 2019-07-19 | 上海宝田新型建材有限公司 | Method for disposing the combination tubular pole of solid waste material and its disposing solid waste material |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20131225 Effective date of abandoning: 20160113 |
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| C25 | Abandonment of patent right or utility model to avoid double patenting |