CN201620415U - Prestressed concrete pipe pile - Google Patents
Prestressed concrete pipe pile Download PDFInfo
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- CN201620415U CN201620415U CN2010201143103U CN201020114310U CN201620415U CN 201620415 U CN201620415 U CN 201620415U CN 2010201143103 U CN2010201143103 U CN 2010201143103U CN 201020114310 U CN201020114310 U CN 201020114310U CN 201620415 U CN201620415 U CN 201620415U
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- pile
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- external diameter
- prestressed concrete
- concrete pipe
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Abstract
The utility model discloses a prestressed concrete pipe pile, which comprises a pile body (1). A plurality of annular raised parts (2) are arranged on the outer wall of the pile body (1) in the axial direction at intervals. The outer diameter of the bottom end part (3) of the pile body (1) is larger than the outer diameter of the pile body (1). At least one annular groove (5) is arranged on the outer periphery of the bottom end part of the pile body (1). By adopting the prestressed concrete pipe pile, the binding power between the end part of the pipe pile and the soil can be increased and the requirement on the impact force or the pressure of the construction machinery can be reduced.
Description
Technical field
The utility model relates to a kind of concrete tubular pile, relates to a kind of Pretensioned spun concrete piles or rather.
Background technology
Pretensioned spun concrete piles is because of its factory produces supply in batches, has the bearing capacity of single pile height, characteristics such as pile quality is good, short construction period are used widely.The size of the bearing capacity of general concrete tubular pile depends on two parameters, and one is the size of pile tube end face, and another is the size of tubular pile body area.In the soft foundation engineering of China's Coastal Areas, the bearing capacity of pile tube end face accounts for about 10%～20% of whole pile tube bearing capacity, and tubular pile body and the basic on every side native formed bearing capacity of frictional force account for more than 80% of whole pile tube.And common concrete tubular pile shape is the equal diameter cylinder basically at present.The concrete tubular pile face area of this kind structure is less, thereby make that the bearing capacity of pile tube end face is just less, in addition, the concrete tubular pile of this kind structure is the equal diameter cylinder, make that the tubular pile body surface area is less, make tubular pile body with basic native frictional force is less on every side, thereby make the bearing capacity of pile tube less.
In order to address the above problem, the patent No. is that 200620107741.0 utility model discloses a kind of ring muscle pile tube, it comprises pile body, the outer wall axially spaced-apart of pile body is provided with (radial protrusion) ring-type convex tendon, and the one or both ends of pile body (but should guarantee the bottom at least) is provided with the ring-type convex tendon of (radial protrusion).Because the bottom of pile body is provided with the ring-type convex tendon of projection, has increased the area of pile tube end face, thereby has increased the bearing capacity of pile tube; Again because the outer wall of pile body is interval with the ring-type convex tendon, even the pile tube external surface has increased the surface area of ring-type convex tendon, thereby increased the area of tubular pile body external surface, also increase pile body external surface and native frictional force on every side, after this pile tube is installed in the soil of basis, basis soil can produce resistance to the ring-type convex tendon, thereby has improved the bearing capacity of pile tube.But also there is following defective in the pile tube of this kind structure: though this ring muscle pile tube is provided with the area that the ring-type convex tendon can increase end face in the bottom of pile body, but because the ring-type convex tendon external peripheral surface of this end is more smooth, in the soft foundation engineering with the adhesion stress deficiency of soil, thereby the DeGrain that causes supporting capacity to increase; In addition, because this pile tube is provided with the ring-type convex tendon, the external diameter of the ring-type convex tendon that need be provided with according to the pile tube bottom during construction is selected construction machinery for use, described construction machinery is meant pile driver or pile press, pile driver is by the mode of hammering stake to be implanted in the basic soil, pile press is by the mode of static pressure stake to be implanted in the basic soil, the model of general construction tool is to select for use according to the external diameter of pile tube bottom, the external diameter of pile tube bottom just need be selected relatively large number construction machinery greatly for use, and the impact force of the construction machinery of selecting for use or pressure are also just bigger.And impact force that construction tool produced or pressure that the ring-type convex tendon external diameter that this kind is provided with according to ring muscle pile tube bottom is selected for use are bigger than impact force that construction tool produced or the pressure selected for use according to the tubular pile body external diameter, impact force that can make pile body hold like this to can't stand this kind construction tool or pressure and cause pile body the phenomenon of destroying in the process of construction, to occur, thus make troubles to construction.
The utility model content
The technical problems to be solved in the utility model is, a kind of adhesion stress that can strengthen its end and soil is provided, can reduces the prestressed concrete pipe pile to the requirement of the impact force of construction machinery or pressure.
Technical solution of the present utility model is, a kind of prestressed concrete pipe pile with following structure is provided, it comprises pile body, axially spaced-apart is provided with a plurality of annular projections on the outer wall of described pile body, the external diameter of described pile body bottom is greater than the external diameter of pile body, and the outer peripheral face of described pile body bottom is provided with at least one annular recess.
After adopting above structure, the utility model prestressed concrete pipe pile compared with prior art has the following advantages:
1, because the outer peripheral face of described pile body bottom is provided with at least one annular recess, during installation, treat that pile tube is fit in the basic soil after, soil can be embedded in the annular recess of pile body end, thereby strengthen pile body end and native adhesion stress, the supporting capacity of pile tube is significantly increased.
When 2, constructing, the soil compaction of pipe pile end portion can enter in the annular recess, therefore, being provided with at least one annular recess on the outer peripheral face of the bottom of pile body can also reduce the impact force of construction machinery or the requirement of pressure, can select the impact force or the little construction tool of pressure of the construction machinery that impact force or pressure ratio select for use according to pile tube of the present utility model bottom external diameter for use, make pile tube avoid in the process of construction, occurring the phenomenon of destroying.
As a kind of improvement of the present utility model, the external diameter difference of the external diameter of described bottom and described annular projection is-100～100mm.When equating with the external diameter of described annular projection, the external diameter of wherein said bottom is the best.
As another kind of improvement the of the present utility model, described annular recess is two.The axial width of described annular recess is 20～250mm.At this moment, the pile tube bottom is the most obvious with the adhesion stress effect of basis soil.
Also have a kind of improvement as of the present utility model, the external diameter of described annular projection is than the big 100～300mm of external diameter of described pile body.Distance between two adjacent annular projections is 800～1500mm.Owing to when the distance between two adjacent annular projections is excessive, can make the annular projection quantity on the pile body very few, thereby cause bearing capacity to increase DeGrain; If but distance is too small, can make the annular projection on the pile body overstocked again, thereby be difficult to obtain favorable economic benefit, therefore, the distance between two adjacent annular projections is that 800～1500mm is the most suitable.
Also have a kind of improvement as of the present utility model, the outer circumference surface axial width of described annular projection is 50～200mm.To cause increasing considerably of manufacturing cost because the side face axial width of annular projection is wide, do not reach due economic effect, if but width is too small, in work progress, damages easily, therefore, the side face axial width of annular projection is that 50～200mm is the most suitable.
Also have a kind of improvement as of the present utility model, the upper and lower joint face of described annular projection and pile body is domatic, and described domatic axial height is 50～250mm.Because the upper and lower joint face of described annular projection and pile body is domatic, can effectively increase annular projection and native frictional force on every side, and described domatic axial height is in the scope of 50～250mm, and annular projection has tangible increase with the frictional force of soil on every side.
Also have a kind of improvement as of the present utility model, the external diameter of described bottom is than the big 100～300mm of external diameter of pile body, and the axial width of this end outer circumference surface is 200～800mm.Draw the diameter big 100～300mm of the diameter of pile body bottom than pile body through overtesting, when the axial width of this end side face was 200～800mm, the bearing capacity of pile tube had tangible increase.
Also have a kind of improvement as of the present utility model, the inner of described bottom and the joint face of pile body are domatic, and described domatic axial height is 50～250mm.Because the inner of described bottom and the joint face of pile body are domatic, can guarantee that the counter-force of bottom can transit to the pile body part, thereby can guarantee the intensity of bottom, and described domatic axial height effect in the scope of 50～250mm is the most obvious.
Description of drawings
Fig. 1 is the main TV structure schematic diagram of prestressed concrete pipe pile of the present utility model.
Fig. 2 is the schematic diagram of a kind of mode of occupation of prestressed concrete pipe pile of the present utility model.
Fig. 3 is the schematic diagram of the another kind of mode of occupation of prestressed concrete pipe pile of the present utility model.
Shown in the figure: 1, pile body, 2, annular projection, 3, the bottom, 4, top ends, 5, annular recess, 6, domatic.
The specific embodiment
The utility model is described in further detail below in conjunction with the drawings and specific embodiments.
See also shown in Figure 1ly, the utility model prestressed concrete pipe pile comprises pile body 1.Axially spaced-apart is provided with a plurality of annular projections 2 on the outer wall of described pile body 1; the external diameter of described pile body 1 bottom 3 is greater than the external diameter of pile body 1; but for easy construction; usually the top ends 4 of pile body 1 can be arranged to the bottom 3 of pile body 1 the same; be the external diameter of the external diameter of described pile body 1 top ends 4 greater than pile body 1; in this specific embodiment, the top ends 4 of described pile body 1 and the external diameter of bottom 3 are all greater than the external diameter of pile body 1.The external diameter difference of the external diameter of described bottom 3 and described annular projection 2 is-100～100mm, for easy construction, often the external diameter of described bottom 3 is arranged to equate with the external diameter of described annular projection 2, in this specific embodiment, the external diameter of described bottom 3 and top ends 4 all equates with the external diameter of described annular projection 2.The outer peripheral face of described pile body 1 bottom 3 is provided with at least one annular recess 5, and in this specific embodiment, the bottom 3 and the top ends 4 of described pile body 1 are equipped with annular recess 5, and described annular recess 5 is two.The axial width a of described annular recess 5 is 20～250mm.The external diameter of described annular projection 2 is than the big 100～300mm of external diameter of described pile body 1, the outer circumference surface axial width b of described annular projection 2 is 50～200mm, distance between two adjacent annular projections 2 is 800～1500mm, it is domatic 6 that the upper and lower joint face of described annular projection 2 and pile body 1 is, and described domatic 6 axial height c is 50～250mm.The top ends 4 of described pile body 1 and the external diameter of bottom 3 are all than the big 100～300mm of diameter of pile body 1, the axial width d of the outer circumference surface of described top ends 4 and bottom 3 is 200～800mm, it is domatic 6 that the inner of described top ends 4 and bottom 3 and the joint face of pile body 1 are, and described domatic 6 axial height is 50～250mm.It is the high-strength concrete of 80MPa～150MPa that prestressed concrete pipe pile of the present utility model adopts intensity.
Because pile tube of the present utility model has improved its bearing capacity greatly, in certain areas or engineering, need to consider earthquake, typhoon and other uncertain factors and cause under the situation of high moment of flexure that top, building pile basis produces and high shearing, pile tube of the present utility model can be as the bottom of pile foundation, use diameter than the big pile tube of tubular pile body diameter of the present utility model on the top of pile foundation, below enumerate several mode of occupation:
1, see also shown in Figure 2, when pile tube of the present utility model uses joint number that one joint is only arranged in the bottom of pile foundation, the pile tube that uses is the top ends of pile body and all big than the external diameter of the pile body pile tube of external diameter of bottom, and the pile tube that the top ends of this pile tube and diameter are bigger than this tubular pile body is connected.
2, see also shown in Figure 3ly, when pile tube of the present utility model used joint number to surpass two joints in the bottom of pile foundation, the pile tube of use was the external diameter pile tube bigger than the external diameter of pile body that has only the bottom of pile body.During installation, the bottom of following several upward first segment pile tubes down; The last second pipe joint stake of following number is inverted, and the top ends of first segment pile tube is connected the top ends of the last second pipe joint stake of this time number with counting upward down; If also have last the 3rd joint of number down, with the bottom of the last three-joint pipe stake of number down down, with inverted under count the last second pipe joint stake the bottom be connected; If also have last the 4th pipe joint stake of number down, just connect successively in this manner.The external diameter of the pile tube pile body on the pile foundation top that connects is bigger than the external diameter of the pile tube pile body under the pile foundation.
Below only be described, but can not be interpreted as it is restriction claim with regard to the embodiment of the utility model prestressed concrete pipe pile.All various variations of being done in the protection domain of the utility model claim are all in protection domain of the present utility model.
Claims (10)
1. prestressed concrete pipe pile, it comprises pile body (1), axially spaced-apart is provided with a plurality of annular projections (2) on the outer wall of described pile body (1), the external diameter of described pile body (1) bottom (3) is characterized in that greater than the external diameter of pile body (1): the outer peripheral face of described pile body (1) bottom is provided with at least one annular recess (5).
2. prestressed concrete pipe pile according to claim 1 is characterized in that: the external diameter difference of the external diameter of described bottom (3) and described annular projection (2) is-100～100mm.
3. prestressed concrete pipe pile according to claim 1 is characterized in that: described annular recess (5) is two.
4. according to claim 1 or 2 or 3 described prestressed concrete pipe piles, it is characterized in that: the axial width of described annular recess (5) is 20～250mm.
5. prestressed concrete pipe pile according to claim 1 is characterized in that: the external diameter of described annular projection (2) is than the big 100～300mm of external diameter of described pile body (1).
6. prestressed concrete pipe pile according to claim 5 is characterized in that: the distance between two adjacent annular projections (2) is 800～1500mm.
7. prestressed concrete pipe pile according to claim 6 is characterized in that: the outer circumference surface axial width of described annular projection (2) is 50～200mm.
8. prestressed concrete pipe pile according to claim 7 is characterized in that: described annular projection (2) is domatic (6) with the upper and lower joint face of pile body (1), and the axial height of described domatic (6) is 50～250mm.
9. prestressed concrete pipe pile according to claim 2 is characterized in that: the external diameter of described bottom (3) is than the big 100～300mm of external diameter of pile body (1), and the axial width of this bottom (3) outer circumference surface is 200～800mm.
10. prestressed concrete pipe pile according to claim 9 is characterized in that: the joint face of the inner of described bottom (3) and pile body (1) is domatic (6), and the axial height of described domatic (6) is 50～250mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201143103U CN201620415U (en) | 2010-02-08 | 2010-02-08 | Prestressed concrete pipe pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201143103U CN201620415U (en) | 2010-02-08 | 2010-02-08 | Prestressed concrete pipe pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201620415U true CN201620415U (en) | 2010-11-03 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010201143103U Expired - Lifetime CN201620415U (en) | 2010-02-08 | 2010-02-08 | Prestressed concrete pipe pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201620415U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102080375A (en) * | 2011-02-14 | 2011-06-01 | 杨红旵 | Novel pre-stressed concrete pipe pile |
| CN102409670A (en) * | 2011-08-08 | 2012-04-11 | 浙江中淳新材料股份有限公司 | Method for constructing foundation pile |
| CN102814860A (en) * | 2012-07-16 | 2012-12-12 | 南京工业大学 | Processing method of prestressed concrete pile with thread or groove structure |
| CN105019440A (en) * | 2015-06-30 | 2015-11-04 | 周兆弟 | Control tower pile used for manufacturing high-strength cemented soil mixing pile |
| CN113217059A (en) * | 2021-06-03 | 2021-08-06 | 祝文畏 | Combined anchor rod with prestressed rod core |
-
2010
- 2010-02-08 CN CN2010201143103U patent/CN201620415U/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102080375A (en) * | 2011-02-14 | 2011-06-01 | 杨红旵 | Novel pre-stressed concrete pipe pile |
| CN102409670A (en) * | 2011-08-08 | 2012-04-11 | 浙江中淳新材料股份有限公司 | Method for constructing foundation pile |
| CN102409670B (en) * | 2011-08-08 | 2015-12-16 | 中淳高科桩业股份有限公司 | Method for constructing foundation pile |
| CN102814860A (en) * | 2012-07-16 | 2012-12-12 | 南京工业大学 | Processing method of prestressed concrete pile with thread or groove structure |
| CN105019440A (en) * | 2015-06-30 | 2015-11-04 | 周兆弟 | Control tower pile used for manufacturing high-strength cemented soil mixing pile |
| CN113217059A (en) * | 2021-06-03 | 2021-08-06 | 祝文畏 | Combined anchor rod with prestressed rod core |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Zhejiang Zhongchun New Material Co.,Ltd. Assignor: Ningbo Zhedong Building Material Group Co., Ltd. Contract record no.: 2012330000290 Denomination of utility model: Concrete pipe pile provided with temporary prestressing force Granted publication date: 20101103 License type: Exclusive License Record date: 20120522 |
|
| ASS | Succession or assignment of patent right |
Owner name: ZHONGCHUN GAOKE PILE INDUSTRY CO., LTD. Free format text: FORMER OWNER: NINGBO ZDOON BUILDING MATERIAL GROUP CO., LTD. Effective date: 20131023 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| COR | Change of bibliographic data |
Free format text: CORRECT: ADDRESS; FROM: 315101 NINGBO, ZHEJIANG PROVINCE TO: 315145 NINGBO, ZHEJIANG PROVINCE |
|
| TR01 | Transfer of patent right |
Effective date of registration: 20131023 Address after: 315145 Zhejiang Ningbo Yinzhou District Binhai Pioneering Center sailing South Road Patentee after: Zhongchun Gaoke Pile Industry Co., Ltd. Address before: 315101 Zhejiang city of Ningbo province Yinzhou District Qiuai Sheng Mo Road No. 42 Patentee before: Ningbo Zhedong Building Material Group Co., Ltd. |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20180912 Address after: 315100 No. 166 Linjiang Road, Yinzhou Economic Development Zone, Ningbo, Zhejiang Patentee after: Ningbo Zhong Chun hi tech Limited by Share Ltd Address before: 315145 Yinzhou District Binhai Pioneering Center, Ningbo City, Zhejiang Province, South China road. Patentee before: Zhongchun Gaoke Pile Industry Co., Ltd. |
|
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20101103 |