CN202090337U - Centrifugal concrete pile - Google Patents
Centrifugal concrete pile Download PDFInfo
- Publication number
- CN202090337U CN202090337U CN2011201832562U CN201120183256U CN202090337U CN 202090337 U CN202090337 U CN 202090337U CN 2011201832562 U CN2011201832562 U CN 2011201832562U CN 201120183256 U CN201120183256 U CN 201120183256U CN 202090337 U CN202090337 U CN 202090337U
- Authority
- CN
- China
- Prior art keywords
- pile
- end plate
- stirrup
- main muscle
- reinforcements
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a centrifugal concrete pile, which includes a reinforcing cage, an end board and concrete, wherein the reinforcing cage is formed by binding main reinforcements and hoop reinforcements; the main reinforcements are uniformly distributed along a cross section, and no less than 6 in number; the hoop reinforcements are annular and spiral in shapes; the range within 2000mm of the two ends of the pile is a hoop reinforcement enciphered area, the interval between the annular hoop reinforcements and the pitch between the spiral hoop reinforcements within the range are no less than 45mm, and the interval between the annular hoop reinforcements and the pitch between the spiral hoop reinforcements at remaining parts are no less than 80mm; counterbores with the same number as the main reinforcements are formed on the end board in the positions corresponding to the main reinforcements, a bottom hole is arranged on the inner side of the end board, and the main reinforcements penetrate the counterbores and are then welded with the end board. By adopting the concrete pile with the structure, the flexural bearing capacity design value of the pile body can be improved by more than 12%, and the tensile bearing capacity design value thereof can be improved by more than 10%. Furthermore, under the premise that the brittle fracture problem of the pile body is effectively reduced or avoided, the horizontal bearing capacity of the pile foundation under the same working condition is improved.
Description
Technical field
The utility model relates to a kind of centrifugal concrete pile.
Background technology
China just begins to introduce, develops and produces prestressed concrete pipe pile from early 1980s.Rise 90 years last century, and pile tube develops rapidly in China, coastal the going up north from Guangdong, and simultaneously, by Midwest great development implementation, pile tube technology one tunnel west is advanced.At present, China's concrete tubular pile not only output occupies world's antecedent, and kind also is to occupy world's first.In recent years, prestressed concrete square pile appeared in the market as a kind of new stake type.Prestressed concrete square pile adopts the identical centrifugal molding process of prestressed concrete pipe pile, has the surface structure of square-outside and round-inside, fixing easily, colligation in the transportation; Occurring pile body when adopt to embrace pressing construction embraces the probability of broken accident and reduces than pile tube; Dimension of platform also reduces than pile tube, thereby can reduce construction costs.The development of precast concrete pile meets the sustainable development requirement of China's building materials; batch production is prefabricated; help realizing automation, scale, the High-efficient Production of concrete pile; not only quality control and assurance easily; simultaneously; can also reduce the waste of concrete with non-renewable sand, stone resource, be transported to the building site after, site operation speed is fast, the cleaning construction.Because prestressed concrete pipe pile and prestressed concrete square pile bearing capacity of single pile height (prestressed concrete pipe pile with concrete strength grade up to C80), more and more counterbore castinplace pile, field fabrication reinforced concrete rectangle pile, bored pile and steel pipe pile are replaced by precast concrete pile.The prestressed concrete pipe pile prestressed reinforcement is that tensile strength is not less than 1420MPa, the disproportional extension strength is not less than 1280MPa.The prestressed concrete pipe pile rod iron, because its intensity height, the prestressing force height that applies, lower reinforcement ratio can satisfy the requirement of concrete pipe pile antibending performance design, its reinforcement ratio only requires that being not less than 0.4% gets final product.In order to pursue high concrete intensity, reduce low production cost in the production, super stretch-draw phenomenon often appears in prestressed reinforcement, and tubular pile concrete compressive strength is easier to satisfy the product standard requirement.Also exist low reinforcement ratio problem, production to have the super stretch-draw phenomenon of prestressing force too in the prestressed concrete square pile design.And concrete is a typical brittleness material, the modulus of elasticity height, and compressive strength and tensile strength do not have linear corresponding relation.Low reinforcement ratio and super stretch-draw cause the fragility of stake to significantly improve, and the probability of pile tube brittle failure obviously improves in transportation, the pile driving process.In addition, to the going deep into of prestressed concrete pipe pile and prestressed concrete square pile research, to its horizontal bearing capacity, particularly the prestressed concrete pipe pile horizontal bearing capacity has different viewpoints along with in recent years.Therefore, country and part province standard or atlas are made relevant regulations, and the prestressed concrete pipe pile scope of application is that non-antidetonation district and seismic fortification intensity 6 are spent, the areas of 7 degree, if be used in the area of seismic fortification intensity 8 degree, then needs to check separately; Perhaps should not use in the area of seismic fortification intensity 8 degree.
In the area to having shockproof requirements or seismic fortification intensity 8 to spend, the selectable scope of pile foundation is narrower, adopts prefabricated solid side's stake or castinplace pile.Prefabricated solid side's stake has himself characteristic.When strength grade of concrete was C50, the square pile capacity of 350 * 350mm was equivalent to middle Φ 300PHC pile tube, and the stake of 400 * 400mm side is equivalent to middle Φ 350PHC pile tube, and the stake of 450 * 450mm side is equivalent to Φ 400PHC pile tube.Except that vertical bearing capacity of single pile had comparativity, prefabricated solid side's stake also had the high characteristic of horizontal bearing capacity, is applicable in the area of high seismic fortification intensity and uses.But at present prefabricated solid side's stake is mainly adopted the place prefabricated because it from great, is produced, natural curing technology, and production efficiency is low, and the production cycle is long, and occupied ground is big; Natural curing technology is subjected to weather effect remarkable, thereby has influence on cementitious material aquation process, strength developing course and water mudrock microcosmos structure feature.Castinplace pile is a underground construction, and disguised strong, unpredictable factor is a lot, the quality control difficulty.
The utility model content
Prestressed concrete pile fragility is big, the hypodynamic problem of pile foundation horizontal bearing in order to solve for the utility model, and at present low the and piling quality of concrete square pile production efficiency is difficult to the problem controlling, guarantee, from aspects such as selecting for use of reinforcement ratio and reinforcing bar, change the principle of selecting for use of the arrangement of reinforcement of existing prestressed concrete pipe pile and prestressed concrete square pile and steel, under the prerequisite that does not reduce vertical bearing capacity of single pile, produce the centrifugal concrete pile that satisfies shockproof requirements.
The technical solution of the utility model is:
A kind of centrifugal concrete pile comprises reinforcing cage, end plate and concrete, and reinforcing cage is formed by main muscle and stirrup colligation, and main muscle all distributes equally cloth along cross section, and quantity is not less than 6; Stirrup comprises ring-type and helical form, is the stirrup encrypted area in the 2000mm scope of stake two ends, and ring-type stirrup spacing and helical form stirrup pitch in this scope are not more than 45mm, and remainder ring-type stirrup spacing and helical form stirrup pitch are not more than 80mm; Have and the identical counterbore of main muscle quantity with the corresponding position of main muscle on the end plate, bottom outlet is positioned at the end plate inboard, after main muscle penetrates counterbore, welds with end plate.
Described main muscle is selected II level, III level, IV level hot-rolled reinforced bar and cold-drawn Ribbed Bar for use, or two kinds of steel mix use.
Described stirrup adopts the mode of colligation, welding to connect with main muscle.
Described end plate is closed hoop end plate or solid end plate.
Described closed hoop shape end plate is circular, square-outside and round-inside shape.
The beneficial effects of the utility model:
Adopt the concrete pile of the utility model structure, pile body can be improved more than 12% by curved Design of Bearing Capacity value, and tension tension Design of Bearing Capacity value can improve more than 10%.When effectively reducing or avoiding the brittle failure problem of pile body, the horizontal bearing capacity of pile foundation is improved under the identical operating mode in addition.
Description of drawings
Fig. 1 is the vertical cross-sectional schematic of the utility model.
Fig. 2 is that the utility model embodiment one end plate master looks schematic diagram.
Fig. 3 is that the utility model embodiment two end plate masters look schematic diagram.
The specific embodiment
Below in conjunction with embodiment and Figure of description the utility model is further specified
As shown in Figure 1: the steel assembly in the concrete square pile comprises main muscle 1, spiral stirrup 2, end plate 3 and shirt rim.Two end regions are the stirrup encrypted area, and length is in the 2000mm scope; In this zone, helical form stirrup pitch is not more than 45mm; In other scopes of pile body, helical form stirrup pitch is not more than 80mm.
As shown in Figure 2: present embodiment is circular concrete square pile, and described end plate 3 is a circular ring structure, and its surface is provided with counterbore 3-1, and counterbore 3-1 is identical with main muscle 1 quantity, and bottom outlet is in end plate 3 inboards; After main muscle 1 penetrates counterbore, with end plate 3 welding; The weld seam that exceeds of sanding of flat end plate 3 external surfaces in case of necessity.
As shown in Figure 3: the interior round foreign side concrete tubular pile 3 ' that present embodiment is, described end plate 3 ' is a square structure, and its surface is provided with counterbore 3 '-1, and counterbore 3 '-1 is identical with main muscle 1 quantity, and bottom outlet is in end plate 3 ' inboard; After main muscle 1 penetrates counterbore 3 '-1, with end plate 3 ' welding; The weld seam that exceeds of sanding of flat end plate 3 ' external surface in case of necessity.
Embodiment one:
(1) make reinforcing cage, main muscle 1 is all distributed equally cloth along cross section, quantity is not less than 6; Stirrup 2 comprises ring-type and helical form, in the 2000mm scope of stake two ends is the stirrup encrypted area, ring-type stirrup spacing and helical form stirrup pitch in this scope are not more than 45mm, remainder ring-type stirrup spacing and helical form stirrup pitch are not more than 80mm, then the reinforcing cage of making are placed in the bed die;
(2) use annular end plate 3 according to the structure of reinforcing cage, have the counterbore 3-1 identical with main muscle quantity with the corresponding position of main muscle on end plate, bottom outlet is positioned at the end plate inboard; After main muscle penetrates counterbore 3-1, weld with end plate;
(3) with cement, sand, stone, high efficiency water reducing agent and mineral additive, according to unit weight 1, water-cement ratio 0.25～0.35, sand coarse aggregate ratio 0.25～0.38, the match ratio of total cementitious material 0.16～0.21, the mineral additive volume be controlled at total cementitious material 30% in, high efficiency water reducing agent is according to the difference of water-reducing rate, and volume is 0.6～3.0%, and each raw material is after metering, stirring, cloth, matched moulds is made concrete tubular pile;
(4) adopt prestressed steel bar tensioning machine at pile tube one end, main muscle is applied prestressing force, make the effective compressive pre-stress of concrete at 3.0～5.0N/mm according to manufacturing technique requirent
2
(5) after tension process finished, the band pipe die was placed on the centrifugal unit roller of Φ 300-Φ 600/15M frequency conversion, and centrifugal forming is divided into low speed-middling speed-high speed-high speed four-stage: low speed 200～300r/min 2～3min that turns round; Middling speed 500～600r/min 1～2min that turns round; High speed 800～1000r/min 1.5～3min that turns round; High speed 1100～1400r/min running 5～10min;
(6) concrete tubular pile band mould is lifted in the stream curing pond, leave standstill 2～4h, logical afterwards stream curing is warming up to 80～85 ℃ in the 3h, keep 4～6h under 80～85 ℃ of temperature, and 3h reduces to room temperature then; In still kettle, carry out secondary high-pressure stream curing, in 3～4h, be warming up to 175～185 ℃, boost to 0.8～1.2MPa, keep temperature pressure 4～6h afterwards, in 2～3h the still internal pressure is reduced to atmospheric pressure, after temperature in the kettle is lower than 100 ℃, open the still pile transport;
(7) will be with pile die to winch to demoulding district, the demoulding, conventional detection is qualified, winches to the stockyard.
Embodiment two:
The manufacturing process difference of the manufacturing process of centrifugal concrete side's stake and pile tube is choosing of end plate and mould, and other technology is identical with pile tube, does not repeat them here.
Adopt the stake of the utility model structure to compare, do contrast with Φ 400 (95)-C80 type prestressed high-strength concrete piles (PHC) with like product.
PHC 400A 95-C80 prestressed high-strength concrete pile, main muscle adopt 7 Φ, 9.0 prestressed steel bars, and prestressed steel bar tensile strength is not less than 1420MPa, the disproportional extension strength is not less than 1280MPa.Effective compressive pre-stress 4.30MPa of tubular pile concrete, main mechanical performance index is as follows:
Pile body is subjected to curved Design of Bearing Capacity value: [M]=64KNm
Pile body is cut the Design of Bearing Capacity value: [V]=146KN
Pile body tension Design of Bearing Capacity value: [N]=381KN
Pile body axial compression Design of Bearing Capacity value: [R]=2286KN
The same specification pile tube that adopts the utility model to produce, i.e. Φ 400 (95)-C80, external diameter 400mm, wall thickness 95mm, main muscle adopt 9 Φ 14.0, hot rolled ribbed steel bar HRB400, its tensile strength is not less than 570MPa.Effective compressive pre-stress 4.37MPa of tubular pile concrete, main mechanical performance index is as follows:
Pile body is subjected to curved Design of Bearing Capacity value: [M]=72KNm
Pile body is cut the Design of Bearing Capacity value: [V]=146.8KN
Pile body tension Design of Bearing Capacity value: [N]=423.8KN
Pile body axial compression Design of Bearing Capacity value: [R]=2286KN
Contrast can be found, adopt Φ 400 (95)-C80 pile tubes that the utility model produces and PHC 400A95-C80 prestressed high-strength concrete pile under the identical condition of concrete effective prestress, improve in little amplitude under the prerequisite of cost of production and (press expense calculating such as current material, the energy, artificial, management, improve 20% approximately), pile body is subjected to curved Design of Bearing Capacity value can improve 12.5%, and tension tension Design of Bearing Capacity value can improve 11.2%.Therefore, can effectively reduce or avoid the brittle failure problem of pile body, under the identical operating mode, the horizontal bearing capacity of pile foundation is improved.
PHC 400A 95-C80 prestressed reinforcement reinforcement ratio can satisfy above-mentioned basic mechanical performance 0.49%; And Φ 400 (95)-C80 pile tubes that adopt the utility model to produce, when reaching above-mentioned basic mechanical performance index, the prestressed reinforcement reinforcement ratio is 1.52%.
Claims (5)
1. a centrifugal concrete pile comprises reinforcing cage, end plate and concrete, it is characterized in that: reinforcing cage is formed by main muscle and stirrup colligation, and main muscle all distributes equally cloth along cross section, and quantity is not less than 6; Stirrup comprises ring-type and helical form, is the stirrup encrypted area in the 2000mm scope of stake two ends, and ring-type stirrup spacing and helical form stirrup pitch in this scope are not more than 45mm, and remainder ring-type stirrup spacing and helical form stirrup pitch are not more than 80mm; Have and the identical counterbore of main muscle quantity with the corresponding position of main muscle on the end plate, bottom outlet is positioned at the end plate inboard, after main muscle penetrates counterbore, welds with end plate.
2. centrifugal concrete pile according to claim 1 is characterized in that: described main muscle is selected II level, III level, IV level hot-rolled reinforced bar and cold-drawn Ribbed Bar for use, or two kinds of steel mix use.
3. centrifugal concrete pile according to claim 1 is characterized in that: described stirrup adopts the mode of colligation, welding to connect with main muscle.
4. centrifugal concrete pile according to claim 1 is characterized in that: described end plate is closed hoop end plate or solid end plate.
5. centrifugal concrete pile according to claim 4 is characterized in that: described closed hoop shape end plate is circular, square-outside and round-inside shape.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011201832562U CN202090337U (en) | 2011-05-26 | 2011-05-26 | Centrifugal concrete pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011201832562U CN202090337U (en) | 2011-05-26 | 2011-05-26 | Centrifugal concrete pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202090337U true CN202090337U (en) | 2011-12-28 |
Family
ID=45365414
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011201832562U Expired - Fee Related CN202090337U (en) | 2011-05-26 | 2011-05-26 | Centrifugal concrete pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202090337U (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102852139A (en) * | 2012-09-26 | 2013-01-02 | 句容长江建材有限公司 | Special-shaped high bearing capacity concrete pile and production method thereof |
| CN102995630A (en) * | 2012-12-17 | 2013-03-27 | 上海中技桩业股份有限公司 | Method for preparing asymmetrical reinforcing bar prefabricated pile |
| CN103114573A (en) * | 2013-02-07 | 2013-05-22 | 江苏固丰管桩集团有限公司 | Prestressed reinforced concrete solid square pile and manufacturing technique thereof |
| CN103255763A (en) * | 2013-03-25 | 2013-08-21 | 俞晓东 | Method for producing H-shaped support piles |
| CN103850251A (en) * | 2014-03-20 | 2014-06-11 | 南昌永祺科技发展有限公司 | Mechanical drilling cast-in-place pile |
| CN105926590A (en) * | 2016-05-31 | 2016-09-07 | 中兴能源（天津）有限公司 | Minitype prefabricated concrete pipe pile and production method thereof |
| CN108166487A (en) * | 2017-12-25 | 2018-06-15 | 上海二十冶建设有限公司 | The earth-retaining method of pre-stress hollow stake |
-
2011
- 2011-05-26 CN CN2011201832562U patent/CN202090337U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102852139A (en) * | 2012-09-26 | 2013-01-02 | 句容长江建材有限公司 | Special-shaped high bearing capacity concrete pile and production method thereof |
| CN102995630A (en) * | 2012-12-17 | 2013-03-27 | 上海中技桩业股份有限公司 | Method for preparing asymmetrical reinforcing bar prefabricated pile |
| CN103114573A (en) * | 2013-02-07 | 2013-05-22 | 江苏固丰管桩集团有限公司 | Prestressed reinforced concrete solid square pile and manufacturing technique thereof |
| CN103255763A (en) * | 2013-03-25 | 2013-08-21 | 俞晓东 | Method for producing H-shaped support piles |
| CN103850251A (en) * | 2014-03-20 | 2014-06-11 | 南昌永祺科技发展有限公司 | Mechanical drilling cast-in-place pile |
| CN103850251B (en) * | 2014-03-20 | 2016-06-22 | 南昌永祺科技发展有限公司 | A kind of Model analysis |
| CN105926590A (en) * | 2016-05-31 | 2016-09-07 | 中兴能源（天津）有限公司 | Minitype prefabricated concrete pipe pile and production method thereof |
| CN108166487A (en) * | 2017-12-25 | 2018-06-15 | 上海二十冶建设有限公司 | The earth-retaining method of pre-stress hollow stake |
| CN108166487B (en) * | 2017-12-25 | 2020-09-11 | 上海二十冶建设有限公司 | Soil retaining method for prestressed hollow pile |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102211353B (en) | A kind of manufacturing process of centrifugal concrete pile | |
| CN202090337U (en) | Centrifugal concrete pile | |
| CN102383418B (en) | Anti-seismic prefabricated concrete solid square pile and production method thereof | |
| CN104416675A (en) | Manufacturing process of pre-tensioned prestressed centrifugal concrete square pile | |
| CN102259386B (en) | Production method of high-strength concrete precast pile doped with fiber enhanced plastic tendon | |
| CN101642932B (en) | Production process of short tubular piles | |
| CN100387786C (en) | Centrifugal tubular pile with concrete of thin-wall steel pipe and production thereof | |
| CN103867019B (en) | Assembling external prestressing RPC wind power tower | |
| CN102121246A (en) | Toughening prestressed centrifugal concrete pile | |
| CN1597286A (en) | Method of manufacturing prestressed high strength concrete hollow square pile centrifugal, steam, maintenance method | |
| CN101818504A (en) | The manufacture method of a kind of manhole cover or water drain grid cover | |
| CN102373702B (en) | Concrete circular pile and processing method thereof | |
| CN105365040A (en) | Production technology of short tubular pile | |
| CN112282213A (en) | Steel bar regenerated block/aggregate concrete prefabricated column and construction method thereof | |
| CN101885208B (en) | System for manufacturing novel high-efficiency, energy-saving and environmentally-friendly centrifugal concrete pile | |
| CN102071701A (en) | Non-prestressed centrifugal concrete pile | |
| CN202850017U (en) | Modified type prestress high-strength concrete hollow square pile | |
| CN201943079U (en) | Non-prestress centrifugal concrete pile | |
| CN110953125A (en) | Prefabricated polygonal prestressed concrete tower cylinder and manufacturing mold of cylinder sections thereof | |
| CN108516859B (en) | Fiber lightweight aggregate prefabricated hollow concrete column | |
| CN201778323U (en) | Building foundation pit prestress cuboid soldier pile and forming mold thereof | |
| CN102975282A (en) | Method for forming unnonuniformly reinforcement-arranged precast pile | |
| CN202247861U (en) | Anti-seismic prefabricated concrete solid square pile | |
| CN205348170U (en) | In dig method prestressed concrete pipe pile | |
| CN202430713U (en) | Concrete pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: JIANGSU GUFENG PIPE PILE GROUP CO., LTD. Free format text: FORMER NAME: SUQIAN GUFENG TUBULAR PILE CO., LTD. |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 1 No. 223800 Suqian city in Jiangsu Province Economic Development Zone Xuanyuan Sucheng District Road Patentee after: Jiangsu Gufeng Pipe Group Co., Ltd. Address before: 1 No. 223800 Suqian city in Jiangsu Province Economic Development Zone Xuanyuan Sucheng District Road Patentee before: Suqian Gufeng Pile Co., Ltd. |
|
| PP01 | Preservation of patent right |
Effective date of registration: 20160421 Granted publication date: 20111228 |
|
| RINS | Preservation of patent right or utility model and its discharge | ||
| PD01 | Discharge of preservation of patent | ||
| PD01 | Discharge of preservation of patent |
Date of cancellation: 20170421 Granted publication date: 20111228 |
|
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20111228 Termination date: 20160526 |