CN201343726Y - Horizontal force bearing pile - Google Patents
Horizontal force bearing pile Download PDFInfo
- Publication number
- CN201343726Y CN201343726Y CNU2009200906612U CN200920090661U CN201343726Y CN 201343726 Y CN201343726 Y CN 201343726Y CN U2009200906612 U CNU2009200906612 U CN U2009200906612U CN 200920090661 U CN200920090661 U CN 200920090661U CN 201343726 Y CN201343726 Y CN 201343726Y
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- Prior art keywords
- reinforcement
- pile
- horizontal force
- prestressed
- pile tube
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- 230000002787 reinforcement Effects 0.000 claims abstract description 51
- 239000004567 concrete Substances 0.000 claims abstract description 15
- 229910000754 Wrought iron Inorganic materials 0.000 claims description 5
- 238000005452 bending Methods 0.000 abstract description 15
- 238000005336 cracking Methods 0.000 abstract description 14
- 229910000831 Steel Inorganic materials 0.000 abstract description 7
- 239000010959 steel Substances 0.000 abstract description 7
- 238000000034 method Methods 0.000 abstract description 3
- 230000007547 defect Effects 0.000 abstract description 2
- 230000003014 reinforcing effect Effects 0.000 description 8
- 238000010276 construction Methods 0.000 description 7
- 239000011513 prestressed concrete Substances 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 238000013459 approach Methods 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 3
- 230000006378 damage Effects 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000001934 delay Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000035611 feeding Effects 0.000 description 1
- 239000012467 final product Substances 0.000 description 1
- 238000009472 formulation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000007935 neutral effect Effects 0.000 description 1
- 108010045888 poly(S-n-hexadecylhomocysteine) Proteins 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The utility model discloses a horizontal force bearing pile, which comprises concrete and end boards fixed at two ends of a reinforcement skeleton cage, wherein, the reinforcement skeleton cage is made up of a prestressed reinforcement, a spiral hooping and a nonprestressed reinforcement, the prestressed reinforcement is made of PC steel bars with high tensile strength, the nonprestressed reinforcement is arranged on the spiral hooping in the tension region of a tubular pile, and the nonprestressed reinforcement is longitudinally tied to the spiral hooping and is not involved in prestressed tensioning of the tubular pile after mold closing. In terms of improving the overall performance of the tubular pile, the utility model overcomes the defects of the tubular pile in the prior art such as poor bending resistance, exposure to brittle failure, poor ductility, quick sprawling of cracks on the tubular pile, a short course of the bar in the tension region being subjected to yielded, tensioning and cracking, small difference between ultimate bending moment and crack bending moment and the like. Moreover, the horizontal force bearing pile has the advantages of simple process, low cost, high performance-price ratio, wide range of application and the like.
Description
Technical field:
The utility model belongs to construction engineering technical field, is specifically related to horizontal force supporting pile.
Background technology:
In building construction process, the utilization of pile tube more and more widely, prestressed concrete pipe pile is to adopt the method for pressurization in advance to improve concrete tensile strength indirectly, overcome the concrete shortcoming of cracking easily, can delay the cracking of concrete component, improve the crack resistance and the rigidity of member, and obtain the saving reinforcing bar, alleviate the effect of deadweight.
But engineering circle generally believes that the anti-bending strength of pile tube is poor, destroys to be brittle fracture, and ductility is poor, and carrying out rapidly behind the cracking appears in pile tube, and tension goes reinforcing bar to enter surrender and constriction very soon until fracture, and ultimate bending moment and cracking moment are more or less the same.The approach that improves the cracking resistance moment of flexure mainly is to improve the prestressing force of tubular pile concrete, promptly improves concrete compressive pre-stress indirectly by pre-tensile stress or the increase number of steel bars that improves prestressed reinforcement.This kind approach can bring three problems: 1) pre-tensile stress of prestressed reinforcement is excessive, and plastic strain appears in reinforcing bar easily, is being subjected to the easy brittle failure of prestressed reinforcement when curved, influences the ductility of pile tube; 2) increase the increase that number of steel bars means cost and construction costs, cost performance is unbalance; 3) this kind approach just delays crack on concrete, improves ultimate bending moment and cracking moment, but the not very big actual help of ductility that is more or less the same and improves pile tube for the ultimate bending moment of improving pile tube and cracking moment.Thereby these natural defects that how to improve pile tube have certain engineering significance.
In addition, in the production of pile tube, to the arrangement of reinforcement of pile tube often with reference to the practice of traditional pile foundation uniform reinforcement.In fact, compare with isotropic building pile foundation, the feature of pile tube lateral force of bearing horizontal force is clear and definite, the evenly cloth muscle waste that seems.In actual engineering, for the flexural member of annular such as pile tube etc., adopt symmetrical cloth muscle usually, its operating principle and square-section are similar substantially, but the reinforcing bar of square-section is to arrange along straight line, and pile tube is evenly to arrange along circumference.So, following new feature appears in the stress of pile tube: 1) in the tensile region, cross section, because the reinforcing bar of arranging is different to the distance of cross section horizontal middle spindle, the every muscle that causes thus is stressed also different, form the situation of " long-range closely little ", promptly the tensile stress apart from the neutral axis distance is big, otherwise then little.2) at pressure zone, the moment that only depends on concrete pressure and tensile region reinforcing bar pulling force to be constituted is just enough resisted the load moment of flexure, and pressure zone arranges that distributing bar gets final product, thereby reduces amount of reinforcement, reduces cost.
The utility model content:
In sum, in order to overcome the deficiency of prior art problem, the utility model provides a kind of horizontal force supporting pile, it is poor that it has well remedied existing pile tube anti-bending strength, destroys to be brittle fracture, and ductility is poor, cracking back rapid spread appears in pile tube, the tensile region reinforcing bar enters surrender very soon and tightens until fracture, and ultimate bending moment and cracking moment shortcoming such as be more or less the same has improved the overall performance of pile tube, and technology is simple, cost is low, cost performance height, applied range.
For solving the problems of the technologies described above, the technical solution adopted in the utility model is:
Horizontal force supporting pile is called for short the PHHC stake, comprises the end plate 6 that concrete 4 and cage of reinforcement cage 5 two ends are fixing, and wherein, cage of reinforcement cage 5 is by prestressed reinforcement 2, and spiral bar 3 and nonprestressed reinforcement 1 are formed.
Further, described nonprestressed reinforcement 1 is evenly distributed on the spiral bar 3 in the tensile zone 7 in pile tube cross section.
Further, described nonprestressed reinforcement 1 is evenly distributed on the spiral bar 3 in two fan-shaped tensile zones of symmetries that angle on the pile tube cross section is 120 degree.
Further, described nonprestressed reinforcement 1 is evenly distributed on the spiral bar 3 of whole pile tube.
Further, described prestressed reinforcement 2 can adopt the PC rod iron of tensile strength б b 〉=1570Mpa.
The beneficial effects of the utility model are:
1, it is poor that the utility model has well remedied existing pile tube anti-bending strength, destroy and be brittle fracture, ductility is poor, cracking back rapid spread appears in pile tube, and the tensile region reinforcing bar enters surrender very soon and tightens until fracture, ultimate bending moment and cracking moment shortcoming such as be more or less the same, improved the overall performance of pile tube, and technology is simple, and cost is low, the cost performance height.
2, because the utility model pile tube has very high cracking moment and ultimate bending moment, and ductility is improved significantly, can be anti-skidding at the bank protection of water conservancy projectss such as rivers, lake ripple, reservoir, be extensive use of in the engineerings such as dam body soil stabilization, also anti-skidding in side slope maintenance, the side slope of infrastructure such as highway, railway, the pier footing construction, the port and pier foundation construction is reinforced, the deep foundation pit support of industry and civilian construction, fields such as side slope maintenance are extensive use of.And in the foundation construction of the earthquake proof construction more than 7 grades, also can use.
Description of drawings:
Fig. 1 is the schematic cross-section of structure one of the present utility model;
Fig. 2 is the structural representation of the utility model cage of reinforcement cage and end plate;
Fig. 3 is the schematic cross-section of structure two of the present utility model;
Fig. 4 is the schematic cross-section of structure three of the present utility model;
Fig. 5 is that bending resistance experiment of the present utility model loads sketch.
The specific embodiment:
The utility model is described in further detail below in conjunction with accompanying drawing.
Embodiment one
As shown in Figure 1, 2, present embodiment stake type is ￠ 500X100, can adopt conventional formulation design concrete semi-finals degree grade is C60, it is the high-strength prestressed concrete rod iron of ￠ 10.7 that prestressed reinforcement 2 can adopt 13 diameters, its tensile strength is 1570Mpa, the HRB335 screw-thread steel that it is ￠ 12 that nonprestressed reinforcement 1 can adopt four diameters.
With prestressed reinforcement 2, nonprestressed reinforcement 1, spiral bar 3 fixed length, cut-out blanking, with prestressed reinforcement 2 headings, the wire rod cold-drawn becomes hand-drawn wire more earlier; Prestressed reinforcement 2 becomes the steel cage with spiral bar 3 roll weldings, again with nonprestressed reinforcement 1 vertical colligation and be evenly distributed on the inboard of the spiral bar 3 in the tensile zone 7 in pile tube cross section, makes cage of reinforcement cage 5; Make end plate 6; Then cage of reinforcement cage 5 is put into pipe die with end plate 6; To install in the pipe die of cage of reinforcement cage 5 and end plate 6 according to concrete 4 feedings of national pile tube preparation standard preparation, and carry out prestressed stretch-draw behind the cover mold that closes, nonprestressed reinforcement 1 does not participate in prestressed stretch-draw; And then pipe die placed carry out centrifugal forming on the centrifuge, topple over surplus slurry after finishing; Then pipe die is put into steam-cured pond, carried out stream curing by the strength grade of concrete requirement; And then put open, the Quality Inspector judges the pile tube credit rating after the demoulding, pile tube entrucking is again gone into still and is carried out steam curing at high pressure, puts into pile tube then and stacks, carries out natural curing.
As shown in Figure 5, behind present embodiment pile tube moulding twenty four hours, the present embodiment pile tube is carried out the bending resistance experiment, when the present embodiment pile tube destroys, the top of pile tube (is the boundary with stake diameter place) concrete 4 is crushed, and the prestressed reinforcement 2 of bottom and nonprestressed reinforcement 1 do not rupture, article one crack appears from pile tube, the pile tube fracture extension is slow, crack quantity increases fast, but only is 0.5mm at the rupture Breadth Maximum in preceding crack of pile tube, and crack quantity is 16 during destruction, the crack does not extend to pile tube top, pile tube bottom prestressed reinforcement 2 and nonprestressed reinforcement 1 fracture lag behind, and the crushing phenomenon appears in top concrete 4, meets the overreinforced component damage form of prestressed concrete, illustrate that the present embodiment pile tube has good ductility, cracking moment and ultimate bending moment differ bigger.
Embodiment two
As shown in Figure 3, repeat embodiment 1, following difference is arranged: it is the high-strength prestressed concrete rod iron of ￠ 10.7 that prestressed reinforcement 2 can adopt 12 diameters, its tensile strength is 1570Mpa, the HRB335 screw-thread steel that it is ￠ 12 that nonprestressed reinforcement 1 can adopt eight diameters, nonprestressed reinforcement 1 vertical colligation also is evenly distributed on the inboard of the spiral bar 3 in two fan-shaped tensile zones of symmetries that angle on the pile tube cross section is 120 degree.
Embodiment three
As shown in Figure 4, repeat embodiment 1, following difference is arranged: it is the high-strength prestressed concrete rod iron of ￠ 10.7 that prestressed reinforcement 2 can adopt 12 diameters, its tensile strength is 1570Mpa, the HRB335 screw-thread steel that it is ￠ 12 that nonprestressed reinforcement 1 can adopt 12 diameters, nonprestressed reinforcement 1 vertical colligation also becomes the circumference stake to be evenly distributed on spiral bar 3 inboards.
Be noted that at last, the above embodiment is to the explanation of technical solutions of the utility model and unrestricted, other modification that is equal to replacement or makes of affiliated technical field those of ordinary skill according to prior art, as long as do not exceed the thinking and the scope of technical solutions of the utility model, all should be included within the desired interest field of the utility model.
Claims (5)
1, horizontal force supporting pile comprises the end plate (6) that concrete (4) and cage of reinforcement cage (5) two ends are fixing, and it is characterized in that: cage of reinforcement cage (5) is by prestressed reinforcement (2), spiral bar (3), and nonprestressed reinforcement (1) is formed.
2, horizontal force supporting pile according to claim 1 is characterized in that: described nonprestressed reinforcement (1) is evenly distributed on the spiral bar (3) in the tensile zone (7) in pile tube cross section.
3, horizontal force supporting pile according to claim 1 is characterized in that: described nonprestressed reinforcement (1) is evenly distributed on the spiral bar (3) in two fan-shaped tensile zones of symmetries that angle on the pile tube cross section is 120 degree.
4, horizontal force supporting pile according to claim 1 is characterized in that: described nonprestressed reinforcement (1) is evenly distributed on the spiral bar (3) of whole pile tube.
5, according to each described horizontal force supporting pile of claim 1 to 4, it is characterized in that: described prestressed reinforcement (2) can adopt the PC rod iron of tensile strength б b 〉=1570Mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2009200906612U CN201343726Y (en) | 2009-06-04 | 2009-06-04 | Horizontal force bearing pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2009200906612U CN201343726Y (en) | 2009-06-04 | 2009-06-04 | Horizontal force bearing pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201343726Y true CN201343726Y (en) | 2009-11-11 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2009200906612U Ceased CN201343726Y (en) | 2009-06-04 | 2009-06-04 | Horizontal force bearing pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201343726Y (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105599132A (en) * | 2015-12-17 | 2016-05-25 | 天津宝丰建材有限公司 | Anti-seismic tubular pile production method |
| CN105603968A (en) * | 2016-01-11 | 2016-05-25 | 天津宝丰建材有限公司 | High-ductility prefabricated vibration-resistant concrete pile |
| CN110512802A (en) * | 2019-08-13 | 2019-11-29 | 东南大学 | The compound tubular pole of PHC and preparation method thereof using FRP as hybrid reinforcement |
-
2009
- 2009-06-04 CN CNU2009200906612U patent/CN201343726Y/en not_active Ceased
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105599132A (en) * | 2015-12-17 | 2016-05-25 | 天津宝丰建材有限公司 | Anti-seismic tubular pile production method |
| CN105603968A (en) * | 2016-01-11 | 2016-05-25 | 天津宝丰建材有限公司 | High-ductility prefabricated vibration-resistant concrete pile |
| CN110512802A (en) * | 2019-08-13 | 2019-11-29 | 东南大学 | The compound tubular pole of PHC and preparation method thereof using FRP as hybrid reinforcement |
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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: Guangdong Jianhua Concrete Pile Co., Ltd. Assignor: Henan Jianhua Concrete Pile Co., Ltd. Contract record no.: 2010440000181 Denomination of utility model: Horizontal force supporting pile and production process thereof Granted publication date: 20091111 License type: Exclusive License Record date: 20100129 |
|
| C56 | Change in the name or address of the patentee |
Owner name: JIANHUA BUILDING MATERIAL (HENAN) CO., LTD. Free format text: FORMER NAME: HENAN JIANHUA CONCRETE POLE CO., LTD. |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 451192 Five Mile Village, Guodian Town, Henan, Xinzheng Patentee after: Jianhua building materials (Henan) Co., Ltd. Address before: 451192 Five Mile Village, Guodian Town, Henan, Xinzheng Patentee before: Henan Jianhua Concrete Pile Co., Ltd. |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20161018 Address after: 430200 Hubei Province, Wuhan city Jiangxia District Jin Kou Jie ban Heng Di Cun Patentee after: Hubei Tang Jian Jianhua building materials Co., Ltd. Address before: 451192 Five Mile Village, Guodian Town, Henan, Xinzheng Patentee before: Jianhua building materials (Henan) Co., Ltd. |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20180711 Address after: 212413 the development zone along the Yangtze River in Xia Shu Town, Jurong City, Zhenjiang, Jiangsu Patentee after: Jianhua building materials (China) Co., Ltd. Address before: 430200 Hengdi Village, Jinkou Street, Jiangxia District, Wuhan City, Hubei Province Patentee before: Hubei Tang Jian Jianhua building materials Co., Ltd. |
|
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20091111 |
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| IW01 | Full invalidation of patent right | ||
| IW01 | Full invalidation of patent right |
Decision date of declaring invalidation: 20191115 Decision number of declaring invalidation: 42280 Granted publication date: 20091111 |