CN203284778U - Prestress high-strength concrete pipe pile and end plate - Google Patents
Prestress high-strength concrete pipe pile and end plate Download PDFInfo
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- CN203284778U CN203284778U CN2013203155912U CN201320315591U CN203284778U CN 203284778 U CN203284778 U CN 203284778U CN 2013203155912 U CN2013203155912 U CN 2013203155912U CN 201320315591 U CN201320315591 U CN 201320315591U CN 203284778 U CN203284778 U CN 203284778U
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- strength concrete
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Abstract
The utility model relates to a prestress high-strength concrete pipe pile and an end plate. The pipe pile comprises a pipe pile body composed of a rebar woven cage and concrete material, and the ratio of the outer diameter of the cross section of the pipe pile body to the wall thickness of the pipe pile body is 40:10-13. Compared with the prior art, when the size of the prestress high-strength concrete pipe pile is not increased, the vertical ultimate bearing capacity of the pile body of the prestress high-strength concrete pipe pile is improved. For example, the pipe pile with the outer diameter of 400mm can reach the pile body vertical ultimate bearing capacity of 5000KN in a test. Compared with an existing pipe pile with the equivalent performance, the production cost of the prestress high-strength concrete pipe pile is greatly reduced, and storage space can be saved because the size is kept unchanged.
Description
Technical field
The utility model belongs to technical field of buildings, relates to the end plate that the technical field relevant to pile tube, particularly pile tube match with pile tube.
Background technology
The characteristics such as pre-stress high-strength concrete pipe pile is short with its manufacturing schedule, reliable in quality, convenient management, batch production production, suitability for industrialized production, cost are low.Be widely used among all kinds of construction works basis.But existing pre-stress high-strength concrete pipe pile in the piling process, during hard sandwich in encountering geology,, because pile body limit vertical bearing capacity is low, often there will be the situation of quick-fried stake.Perhaps do not wear the geology hard sandwich, and the stake end is parked in above hard interbedded layer, cause the pile foundation defect.This is the technical deficiency that existing pre-stress high-strength concrete pipe pile exists.
The utility model content
The purpose of this utility model be to provide a kind ofly have that pile body vertical limit bearing capacity is high, bending resistance and fracture resistance is good, the pre-stress high-strength concrete pipe pile that can penetrate the geology hard interbedded layer.
Another purpose is to provide the end plate of the pre-stress high-strength concrete pipe pile that can match with pre-stress high-strength concrete pipe pile and adapt to.
Each technical purpose of the present utility model is to realize one by one according to following technical scheme: a kind of pre-stress high-strength concrete pipe pile, comprise the pile tube body that is comprised of reinforcing bar volume cage and concrete material, it is characterized in that: the cross section external diameter of described pile tube body and the ratio of wall thickness are 40:10-13.
The cross section external diameter of described pile tube body and the ratio of wall thickness are 40:11.
A kind of pre-stress high-strength concrete pipe pile end plate, comprise end plate, is provided with the end plate endoporus in the middle of described end plate, also is provided with main muscle anchor hole and reinforced hole on end plate, and it is characterized in that: the ratio of described end plate cross section external diameter and wall thickness is 40:10-13.
The ratio of described end plate cross section external diameter and wall thickness is 40:11.
Compared with prior art, the utility model can reach following beneficial effect to the utility model:
1. pre-stress high-strength concrete pipe pile, in the situation that volume does not increase, has improved its pile body vertical limit bearing capacity, and the pile tube take external diameter as 400mm is example,, by test, can reach the pile body vertical limit bearing capacity of 5000KN.
2. compare the pile tube of existing equal performance, its cost of production reduces greatly.
3. compare the pile tube of existing equal performance,, due to constancy of volume, therefore can save parking space.
4. concrete strength grade 〉=C85.
Description of drawings
The utility model is described in further detail below in conjunction with accompanying drawing.
Fig. 1 is the utility model pre-stress high-strength concrete pipe pile cross sectional representation.
Fig. 2 is the utility model pre-stress high-strength concrete pipe pile end plate cross sectional representation.
Wherein 1. pile tube bodies in figure, 2. pile tube wall thickness, 3. end plate, 4. main muscle anchor hole, 5. reinforced hole.
The specific embodiment
The technical solution of the utility model includes following a few class:
The first, provide a kind of and have that pile body vertical limit bearing capacity is high, bending resistance and fracture resistance is good, the pre-stress high-strength concrete pipe pile that can penetrate the geology hard interbedded layer.
The second, the end plate of the pre-stress high-strength concrete pipe pile that can match with pre-stress high-strength concrete pipe pile and adapt to is provided.
Each technical purpose of the present utility model is to realize one by one according to following technical scheme: a kind of pre-stress high-strength concrete pipe pile, comprise the pile tube body 1 that is comprised of reinforcing bar volume cage and concrete material, the cross section external diameter of pile tube body 1 and the ratio of wall thickness 2 are 40:10-13.The cross section external diameter of best pile tube body 1 and the ratio of wall thickness 2 are 40:11.
The concrete material comprises cement, medium sand, is ground to 4000-4200 purpose frosting powders, rubble, high efficiency water reducing agent and water; Described each constituent content calculates by every cubic metre of concrete material, and wherein: cement 340-400Kg, medium sand 670-730Kg, be ground to 4000-4200 purpose frosting powder 120Kg, rubble 1200-1280Kg, water 141-161Kg, high efficiency water reducing agent 9.6-11Kg.
Each constituent content calculates by every cubic metre of concrete material, and best proportioning is cement 340Kg, medium sand 730Kg, 4000-4200 order frosting powder 120Kg, rubble 1220Kg, water 141Kg, high efficiency water reducing agent 9.6Kg.
Select being ground to 4000-4200 purpose frosting powders, its optimum precision that adds is 4200 orders.
As depicted in figs. 1 and 2, the pre-stress high-strength concrete pipe pile end plate, comprise end plate 3, is provided with the end plate endoporus in the middle of described end plate, also is provided with main muscle anchor hole 4 and reinforced hole 5 on end plate, and the ratio of described end plate cross section external diameter and wall thickness is 40:10-13.
The ratio of described end plate cross section external diameter and wall thickness is 40:11.
A kind of concrete feed composition of pre-stress high-strength concrete pipe pile, comprise cement, medium sand, be ground to 4000-4200 purpose frosting powders, rubble, high efficiency water reducing agent and water; Described each constituent content calculates by every cubic metre of concrete material, and wherein: cement 340-400Kg, medium sand 670-730Kg, be ground to 4000-4200 purpose frosting powder 120Kg, rubble 1200-1280Kg, water 141-161Kg, high efficiency water reducing agent 9.6-11Kg.
Described each constituent content calculates by every cubic metre of concrete material, and wherein: cement 340Kg, medium sand 730Kg, be ground to 4000-4200 purpose frosting powder 120Kg, rubble 1220Kg, water 141Kg, high efficiency water reducing agent 9.6Kg.
A kind of production method of pre-stress high-strength concrete pipe pile, comprise the steps:
Steps A: external diameter and length according to pre-stress high-strength concrete pipe pile, the reinforcing bar of rolling is cut, then carry out reinforcing bar and compile cage, controlling the cross section external diameter of pile tube body and the ratio of wall thickness is 40:10-13, most preferred ratio is 40:11;
Step B: the ratio of the constituent content of putting down in writing in claim 3 or claim 4 is carried out fusion, and stirs into the slump concrete material of 2-4cm;
Step C: the reinforcing bar of steps A gained is compiled cage be placed among moulding form, and the concrete material of step B gained is carried out cloth, then matched moulds in moulding form;
Step D: the reinforcing bar in pile tube is carried out prestressed stretch-draw, then carry out pile tube and carry out centrifugal forming, carry out the demoulding after moulding;
Step e: the pile tube after the step D demoulding is carried out high-temperature steam curing, be finished product after then testing.
The example of two application technical solutions of the utility model below is provided, also can checks on the spot technical purpose and the technique effect that according to the technical solution of the utility model, can reach simultaneously.
The example first.
One. project profile: Puning City remittance profit real estate Co., Ltd plans to build to converge moistens asparagus fern North Road commercial and residential building, and site is positioned at belt North Road, Puning City and the infall southeast, asparagus fern North Road side, planned land use area 22653.33m2.Engineering is comprised of many buildings 26-32 floor height layer residential building and the supporting structure of 3-5 layer, and frame is cut-frame construction, and the whole district establishes 1 layer of basement.
Two. the ground rock-soil layer is estimated: according to boring exposure data, the 1. assorted, plain fill, loose, contain rubble and a small amount of household garbage, be the bad soil layer in place; The 2. layer plough table soil, mainly by soft moulding～plastic shape Clay composition, engineering mechanics property is poor; The the 3. layer mud, differential settlement, can occur, the engineering mechanics property extreme difference while meeting macroseism in high-compressibility; The the 4. layer clay, silty clay, soft moulding～plastic, engineering mechanics property is poor; The the 5. layer coarse sand, in close, bed thickness 0.80～8.20m, varied in thickness is large, engineering mechanics property is slightly good; The the 6. layer clay, silty clay, plastic, engineering mechanics is slightly good; The the 7. layer medium sand, coarse sand, ash～greyish white, sallow, yellowish-brown, saturated, in close～closely knit,, take the medium coarse sand grain as main, contain shale.Layer top buried depth 20.80～21.00m, layer end buried depth 22.60～28.76m, bed thickness 1.40～7.76m.Standard penetration test 88 times, hit several N=16.9～32.3 and hit after correction, average 23.9 hits.Distribute more stable, varied in thickness is larger, and engineering mechanics property is better; The the 8. layer clay, silty clay, plastic, engineering mechanics property is general; The the 9. layer medium sand, coarse sand, in close～closely knit, bed thickness 1.10～7.10m, varied in thickness is larger, engineering mechanics property is better; The the 10. layer clay, silty clay, plastic, engineering mechanics property is general; ⑾ layer gravel matter, chiltern cohesive soil (cohesive soil), plastic～hard plastic, distribute more stable, and engineering mechanics property is slightly good, but meets easily softening disintegration of water; ⑿ completely decomposed granite, lamprophyre, be the dead-soft rock, distributes unstable, and engineering mechanics property is better; ⒀ layer strong weathered granite, be soft rock, and varied in thickness is larger, and engineering mechanics property is good, but bury darker; ⒁ decomposed granite in layer, for than hard rock, engineering mechanics property is good, is the place hard substrate.
Three. designing requirement: designing unit carries out basic engineering according to interrelated data, adopt the PHC pipe pile foundation, specific requirement is as follows: Φ 400 pipe pile end bearings are in the 9th layer of medium-sand seam, and stake is long counts about 37 ~ 42 meters by natural ground, enters 0.5 ~ 1 meter of bearing stratum.The pile sinking mode is silent piling.Vertical bearing capacity of single pile characteristic value: Φ 400 is 1200KN, and the pile tube wall thickness is 95mm.
Four. work progress and measure: unit in charge of construction adopts the Static pressure pile driver of a ZJY800, according to field condition and designing requirement, carries out normal construction.Be inhomogeneous skerry because geologic information shows the 5th, 7 layer, can not be used as a bearing stratum, therefore designing requirement stake end bearing is in the 9th layer of medium-sand seam.Require like this tube pile construction must pass the skerry of the 5th, 7 layer, and the maximum ga(u)ge of the skerry of the 5th, 7 layer reaches 8.2 meters, this is very difficult to construction of Static Pressure Pile.So we carry out test pile by normal conditions, the pile driving pressure when pile tube enters the skerry of the 7th layer has as a result reached 4000KN also can not pass interlayer.At this moment pile driving pressure has substantially exceeded the pile body ultimate bearing capacity, and continuing the pressure pipe stake will quick-fried stake.
Adopt technical scheme provided by the utility model, i.e. prestressed high strength concrete pile tube.This product has self limit vertical bearing capacity high (4400KN), bending resistance and the good characteristics of fracture resistance, is the ideal chose that geology has the pipe pile foundation of hard interbedded layer.Carry out pressure testing so we use pile tube of the present utility model instead, result has very successfully been passed the skerry of the 5th, 7 layer, in passing through the process of skerry, the pile driving pressure maximum reach 5200KN.Quick-fried stake does not appear in this work progress.
Five. sum up: by on probation, prestressed high strength concrete pile tube of the present utility model is very good, because it has that self limit vertical bearing capacity is high, bending resistance and the good characteristics of fracture resistance, it not only can, with the problem that solves thick skerry, can also solve a lot of comparatively complicated geological stratifications (easily output additional bending moment and horizontal shear).It is the Gospel of pile foundation.
Example second.
One. project profile: " Mr.'s Lin Chulong factory building " engineering site that Mr. Lin Chulong plans to build is positioned at Shantou City's Chaonan District national highway 324 hill path, gorge sections.
Two. the ground rock-soil layer is estimated: according to boring exposure data, the 1st laminin is banketed, loose～slightly compacting, engineering mechanics property is poor; The 2nd layer of silty clay, skewness, thickness is little, and engineering mechanics property is poor; The 3rd layer of mud and the 5th layer of mucky soil, stream is moulded, high-compressibility, the engineering mechanics property extreme difference; The 4th layer is comprised of cohesive soil and sandy soil, and skewness, each sandy soils are lens and are interspersed, and varied in thickness is large, and compactness difference is obvious, and engineering mechanics property is poor～general; The 6th layer of medium coarse sand, in close～closely knit, skewness, varied in thickness is large, the thickness of this layer of partial bores section is larger, engineering mechanics property is better; The 7th layer of clay, silty clay, plastic, skewness, local thickness is larger, and engineering mechanics property is general; The 8th layer of gravelly clay, plastic～hard plastic, skewness, varied in thickness is large, and down foundation soil strength strengthens gradually, and engineering mechanics property is general～better; The 9th layer of strong weathered granite, hard, skewness, varied in thickness is large, and engineering mechanics property is better; Decomposed granite in the 10th layer, hard, thickness is large, and engineering mechanics property is good.
Three. designing requirement: designing unit carries out basic engineering according to interrelated data, adopt the PHC pipe pile foundation, specific requirement is as follows: Φ 400 pipe pile end bearings are in the 8th layer of gravelly clay, and stake is long counts about 38 ~ 46 meters by natural ground, enters 0.5 ~ 1 meter of bearing stratum.The pile sinking mode is silent piling.Vertical bearing capacity of single pile characteristic value: Φ 400 is 1000KN, and the pile tube wall thickness is 95mm.
Four. work progress and measure: unit in charge of construction adopts the Static pressure pile driver of a ZJY800, according to field condition and designing requirement, carries out normal construction.Be inhomogeneous medium sand, coarse sand interlayer because geologic information shows the 6th layer, can not be used as a bearing stratum, therefore designing requirement stake end bearing is in the 8th layer of gravelly clay.Require like this tube pile construction must pass the skerry of the 6th layer, and the maximum ga(u)ge of the skerry of the 6th layer reach 5.4 meters, necessarily very high to the requirement of pile driving pressure like this.So we carry out test pile by normal conditions, the pile driving pressure when pile tube enters the skerry of the 6th layer has as a result reached 3800KN also can not pass interlayer.Carry out pressure testing so we use pile tube of the present utility model instead, in passing through the process of skerry, usually successfully passed the skerry of the 6th layer under the pressure of 4200 ~ 5000KN.Work progress does not occur any abnormal.Owing to having adopted pile tube of the present utility model, we have successfully completed construction task.
Claims (4)
1. a pre-stress high-strength concrete pipe pile, comprise the pile tube body that is comprised of reinforcing bar volume cage and concrete material, and it is characterized in that: the cross section external diameter of described pile tube body and the ratio of wall thickness are 40:10-13.
2. pre-stress high-strength concrete pipe pile as claimed in claim 1, it is characterized in that: the cross section external diameter of described pile tube body and the ratio of wall thickness are 40:11.
3. a pre-stress high-strength concrete pipe pile end plate, comprise end plate, is provided with the end plate endoporus in the middle of described end plate, also is provided with main muscle anchor hole and reinforced hole on end plate, and it is characterized in that: the ratio of described end plate cross section external diameter and wall thickness is 40:10-13.
4. pre-stress high-strength concrete pipe pile end plate as claimed in claim 3, it is characterized in that: the ratio of described end plate cross section external diameter and wall thickness is 40:11.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013203155912U CN203284778U (en) | 2013-06-04 | 2013-06-04 | Prestress high-strength concrete pipe pile and end plate |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013203155912U CN203284778U (en) | 2013-06-04 | 2013-06-04 | Prestress high-strength concrete pipe pile and end plate |
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| Publication Number | Publication Date |
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| CN203284778U true CN203284778U (en) | 2013-11-13 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2013203155912U Expired - Fee Related CN203284778U (en) | 2013-06-04 | 2013-06-04 | Prestress high-strength concrete pipe pile and end plate |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103276727A (en) * | 2013-06-04 | 2013-09-04 | 吴建生 | Prestressed high-strength concrete tubular pile, end plate, concrete and production method of tubular pile |
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2013
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103276727A (en) * | 2013-06-04 | 2013-09-04 | 吴建生 | Prestressed high-strength concrete tubular pile, end plate, concrete and production method of tubular pile |
| WO2014194629A1 (en) * | 2013-06-04 | 2014-12-11 | Wu Jiansheng | Prestressed high-strength concrete tubular pile, end plate, concrete material, and method for producing tubular pile |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20131113 Termination date: 20160604 |