WO2014194629A1 - Pilier tubulaire en béton de haute résistance précontraint, plaque d'extrémité, matériau de béton, et procédé pour produire un pilier tubulaire - Google Patents

Pilier tubulaire en béton de haute résistance précontraint, plaque d'extrémité, matériau de béton, et procédé pour produire un pilier tubulaire Download PDF

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Publication number
WO2014194629A1
WO2014194629A1 PCT/CN2013/089160 CN2013089160W WO2014194629A1 WO 2014194629 A1 WO2014194629 A1 WO 2014194629A1 CN 2013089160 W CN2013089160 W CN 2013089160W WO 2014194629 A1 WO2014194629 A1 WO 2014194629A1
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WO
WIPO (PCT)
Prior art keywords
pipe pile
strength concrete
end plate
concrete pipe
prestressed high
Prior art date
Application number
PCT/CN2013/089160
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English (en)
Chinese (zh)
Inventor
吴建生
Original Assignee
Wu Jiansheng
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Wu Jiansheng filed Critical Wu Jiansheng
Publication of WO2014194629A1 publication Critical patent/WO2014194629A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/24—Prefabricated piles
    • E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete

Definitions

  • the present invention belongs to the technical field of construction, and relates to the technical field related to pipe piles, in particular, pipe piles, end plates matched with pipe piles, dip material compositions applied to the pipe piles, and production of the pipe piles method.
  • Prestressed high-strength concrete pipe piles are characterized by short manufacturing period, reliable quality, convenient management, industrial production, industrial production and low cost. It is widely used in various building engineering foundations. However, in the existing piled high-strength concrete pipe piles, when hitting the hard interlayer in the geological pile, the piles often appear due to the low vertical bearing capacity of the pile body. Or do not wear a geological hard interlayer, and stop the pile end on the hard interlayer, resulting in pile foundation defects. This is a technical deficiency of the existing prestressed high strength concrete pipe piles.
  • An object of the present invention is to provide a prestressed high-strength concrete pipe pile having a high ultimate bearing capacity of a pile body, good bending and folding resistance, and capable of penetrating a geological hard interlayer.
  • Another object is to provide an end plate of a prestressed high strength concrete pipe pile that can be matched and adapted to a prestressed high strength concrete pipe pile.
  • Still another object is to provide a dip composition for use in the prestressed high strength concrete pipe pile.
  • Still another object is to provide a method of producing the prestressed high strength concrete pipe pile.
  • a prestressed high strength concrete pipe pile comprising a pipe pile body composed of a steel cage and a dip material, characterized in that: the pipe pile The ratio of the outer diameter of the cross section of the body to the wall thickness is 40: 10-13.
  • the ratio of the cross-sectional outer diameter to the wall thickness of the pipe pile body is 40:11.
  • the dip consists of cement, medium sand, grinding to 4000-4200 purpose frosting powder, crushed stone, superplasticizer and water; the content of each component is calculated per cubic meter of dip, wherein:
  • each component is calculated per cubic meter of material, wherein: cement 340Kg, medium sand 730Kg, 4000- 4200 mesh frosting powder 120Kg, crushed stone 1220Kg, water 141Kg, high efficiency water reducing agent 9.6Kg.
  • the optimum degree of the abrasive to be ground to 4000-4200 mesh is 4200 mesh.
  • a prestressed high-strength fistula pile end plate comprising an end plate, wherein the end plate is provided with an inner hole of the end plate, and the end plate is further provided with a main reinforcement hole and a steel hole, wherein the end is:
  • the ratio of the outer diameter of the cross section of the plate to the wall thickness is 40:10-13.
  • the ratio of the outer diameter of the cross-section of the end plate to the wall thickness is 40:11.
  • a prestressed high-strength concrete pipe pile dip material composition including cement, medium sand, grinding to 4000-4200 purpose frosted powder, crushed stone, superplasticizer and water; Calculation of cubic rice materials, including: cement 340-400Kg, medium sand 670-730Kg, grinding to 4000-4200 mesh frosting powder 120Kg, crushed stone 1200-1280Kg, water 141-161Kg, high-efficiency water reducing agent 9.6-llKg.
  • each component is calculated per cubic meter of material, wherein: cement 340Kg, medium sand 730Kg, grinding to 4000-4200 mesh frosting powder 120Kg, crushed stone 1220Kg, water 141Kg, high efficiency water reducing agent 9.6Kg.
  • a method for producing a prestressed high strength concrete pipe pile comprising the following steps:
  • Step A According to the outer diameter and length of the prestressed high-strength concrete pipe pile, the coiled steel bars are cut, and then the steel cage is clamped, and the ratio of the outer diameter of the cross-section of the pipe pile body to the wall thickness is 40:10-13 , the most preferred ratio is 40: 11;
  • Step B blending according to the ratio of the content of the components described in claim 3 or claim 4, and stirring into a slump of 2 to 4 cm;
  • Step C placing the steel cage obtained in step A into a molding die, and fabricating the material obtained in step B in a molding die, and then clamping the mold;
  • Step D prestressing the steel bars in the pipe pile, then performing the centrifugal forming of the pipe piles, and demoulding after forming;
  • Step E performing high temperature steaming of the pipe piles after the demoulding in step D, and then performing inspection For the finished product.
  • the present invention can achieve the following beneficial effects:
  • the prestressed high-strength concrete pipe pile increases the vertical ultimate bearing capacity of the pile body without increasing the volume, with the outer diameter as
  • a 400mm pipe pile can be tested to achieve a vertical ultimate bearing capacity of 5000K.
  • FIG. 1 is a schematic cross-sectional view of a prestressed high strength concrete pipe pile of the present invention.
  • FIG. 2 is a schematic cross-sectional view of an end plate of a prestressed high strength concrete pipe pile of the present invention.
  • a pre-stressed high-strength concrete pipe pile with high vertical bearing capacity, good bending and folding resistance, and capable of penetrating the geological hard interlayer is provided.
  • an end plate of a prestressed high strength concrete pipe pile capable of cooperating with and adapting to a prestressed high strength concrete pipe pile is provided.
  • a prestressed high-strength concrete pipe pile comprising a pipe pile body 1 composed of a steel cage and a dip material, a cross section of the pipe pile body 1
  • the ratio of the outer diameter to the wall thickness 2 is 40:10-13.
  • the optimum pipe pile body 1 has a ratio of the outer diameter of the cross section to the wall thickness 2 of 40:11.
  • the dip material includes cement, medium sand, grinding to 4000-4200 purpose frosting powder, crushed stone, superplasticizer and water; the content of each component is calculated per cubic meter of material, wherein: cement 340-400Kg , Zhongsha 670-730Kg, grinding to 4000-4200 purpose frosting powder 120Kg, crushed stone 1200-1280Kg, water 141-161Kg, high-efficiency water reducing agent 9.6-llKg.
  • each component is calculated per cubic meter of buckwheat.
  • the optimum ratio is 340Kg of cement, 730Kg of medium sand, 120Kg of 400-4200 mesh frosting powder, 1220Kg of crushed stone, 141Kg of water, and 9.6Kg of superplasticizer.
  • the sanding powder is ground to 4000-4200 mesh for selection with an optimum precision of 4200 mesh.
  • the prestressed high-strength fistula pile end plate comprises an end plate 3, wherein the end plate is provided with an inner hole of the end plate, and the end plate is further provided with a main reinforcement hole 4 and a steel bar.
  • the ratio of the outer diameter of the end plate to the wall thickness of the end plate is 40:10 - 13 ⁇
  • the ratio of the outer diameter of the cross-section of the end plate to the wall thickness is 40:11.
  • a prestressed high-strength concrete pipe pile material composition including cement, medium sand, grinding to 4000-4200 purpose grinding Sand powder, crushed stone, superplasticizer and water; the content of each component is calculated per cubic meter of material, of which: 340-400Kg of cement, 670-730Kg of medium sand, 120Kg of frosted powder ground to 4000-4200 mesh, Crushed stone 1200 - 1280Kg, water 141 - 161Kg, high efficiency water reducing agent 9.6 - l lKg.
  • each component is calculated per cubic meter of material, wherein: cement 340Kg, medium sand 730Kg, grinding to 4000-4200 mesh frosting powder 120Kg, crushed stone 1220Kg, water 141Kg, high efficiency water reducing agent 9.6Kg.
  • a method for producing a prestressed high strength concrete pipe pile comprising the following steps:
  • Step A According to the outer diameter and length of the prestressed high-strength concrete pipe pile, the coiled steel bars are cut, and then the steel cage is clamped, and the ratio of the outer diameter of the cross-section of the pipe pile body to the wall thickness is 40: 10-13 , the most preferred ratio is 40: 11;
  • Step B blending according to the ratio of the content of the components described in claim 3 or claim 4, and stirring into a slump of 2 to 4 cm;
  • Step C placing the steel cage obtained in step A into a molding die, and fabricating the material obtained in step B in a molding die, and then clamping the mold;
  • Step D prestressing the steel bars in the pipe pile, then performing the centrifugal forming of the pipe piles, and demoulding after forming;
  • Step E performing high temperature steaming of the pipe piles after the demoulding in step D, and then performing inspection For the finished product.
  • the top of the layer has a depth of 20.80 ⁇ 21.00m, and the bottom of the layer has a depth of 22.60 ⁇ 28.76m, and the layer thickness is 1.40 ⁇ 7.76m.
  • the distribution is relatively stable, the thickness varies greatly, and the engineering mechanical properties are better; the 8th layer clay, silty clay, plastic, engineering mechanical properties; the 9th layer of sand, coarse sand, medium density ⁇ dense, layer thickness 1.10 ⁇ 7.10 m, large thickness variation, good engineering mechanics; 10th layer clay, silty clay, plastic, engineering force
  • the (11) layer of gravel, sandy cohesive soil (cohesive soil), plastic ⁇ hard plastic, distribution is relatively stable, engineering mechanical properties are slightly better, but easy to soften and disintegrate with water; (1) fully weathered granite The lamprophyre is a very soft rock with unstable distribution and good engineering mechanics.
  • the (13) layer of strongly weathered granite is soft rock with large thickness variation, good engineering mechanics, but deep burial; 14)
  • the weathered granite in the layer is a hard rock with good engineering mechanical properties and is a hard base for the site.
  • Design requirements The design unit carries out the basic design according to the relevant data, and adopts the PHC pipe pile foundation. The specific requirements are as follows: ⁇ 400 pipe pile end is supported in the coarse sand layer of the 9th layer, and the pile length is counted from the natural ground. About 37 to 42 meters, enter the holding layer 0.5 to 1 meter.
  • the pile sinking method is a static pile.
  • the vertical bearing capacity characteristic value of single pile ⁇ 400 is 1200KN, and the wall thickness of pipe pile is 95mm.
  • the construction unit adopts a ZJY800 static pressure pile machine to carry out normal construction according to site conditions and design requirements. Since the geological data shows that the 5th and 7th layers are uneven sand interlayers, they cannot be used as pile bearing layers, so the design requires that the pile ends be supported in the coarse sand layer in the 9th layer. In this way, the pipe pile construction must pass through the sand interlayer of the 5th and 7th layers, and the maximum thickness of the sand interlayer of the 5th and 7th layers reaches 8.2 meters, which is very difficult for the construction of the static pressure pile. Therefore, we carried out the test piles according to the usual conditions.
  • the technical solution provided by the invention is adopted, that is, a prestressed high strength concrete pipe pile.
  • the product has its own ultimate vertical bearing capacity (4400K), good bending and folding resistance, and is an ideal choice for geological foundations with hard interlayers. Therefore, we used the pipe pile of the present invention for pressure test, and the result smoothly passed through the sand interlayers of the 5th and 7th layers, and the maximum pile force reached 5200K during the process of crossing the sand interlayer. There was no explosive pile during the construction process.
  • the prestressed high-strength concrete pipe pile of the present invention is really good, because it has the characteristics of high ultimate bearing capacity, good bending resistance and bending resistance, it can be used not only To solve the problem of thick sand interlayer, it can also solve many complicated geological layers (easy to produce additional bending moments and horizontal shearing forces). It is the gospel of the pile foundation.
  • the first layer is filled with soil, loose ⁇ slightly compacted, poor engineering mechanics; the second layer of silty clay, uneven distribution, small thickness, engineering Poor mechanical properties; 3rd layer of silt and 5th layer of silty soil, flow plasticity, high compressibility, engineering mechanical properties are extremely poor; 4th layer consists of cohesive soil and sandy soil, uneven distribution, each sand layer is The lens body is staggered, the thickness changes greatly, the density difference is obvious, the engineering mechanical properties are poor ⁇ general; the 6th layer is coarse sand, medium dense ⁇ dense, unevenly distributed, large thickness variation, and the thickness of the local layer is larger.
  • Design requirements The design unit carries out the basic design according to the relevant data, and adopts the PHC pipe pile foundation. The specific requirements are as follows: ⁇ 400 pipe pile end is supported by the 8th layer gravel cohesive soil, and the pile length is calculated from the natural ground. 38 ⁇ 46 meters, enter the holding layer 0.5 ⁇ 1 meters.
  • the pile sinking method is a static pile.
  • the characteristic value of vertical bearing capacity of single pile is ⁇ 400 is 1000KN, and the wall thickness of pipe pile is 95mm.
  • the construction unit adopts a ZJY800 static pressure pile machine to carry out normal construction according to site conditions and design requirements. Since the geological data shows that the sixth layer is uneven sand and coarse sand interlayer, it cannot be used as a pile bearing layer. Therefore, the design requires that the pile end be supported by the eighth layer of gravel clay. This requires that the pipe pile construction must pass through the sand layer of the sixth layer, and the maximum thickness of the sand layer of the sixth layer reaches 5.4 meters, so that the requirements for the pile force must be very high. Therefore, we carried out the test piles according to the usual conditions.

Abstract

L'invention porte sur des piliers tubulaires en béton de haute résistance précontraint, lequel piliers comprennent un corps de pilier tubulaire (1) constitué par une cage à tissage de barres d'armature et un matériau de béton. Une proportion d'un diamètre externe d'une section transversale du corps de pilier tubulaire (1) à une épaisseur de paroi est de 40:10 à 13. Une capacité de portée verticale d'un corps de pilier est améliorée dans un cas dans lequel le volume du pilier tubulaire n'est pas accru. La présente invention porte également sur une plaque d'extrémité applicable au pilier tubulaire, sur une composition de matériau de béton du pilier tubulaire, et sur un procédé pour produire le pilier tubulaire.
PCT/CN2013/089160 2013-06-04 2013-12-12 Pilier tubulaire en béton de haute résistance précontraint, plaque d'extrémité, matériau de béton, et procédé pour produire un pilier tubulaire WO2014194629A1 (fr)

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CN201310217365.5 2013-06-04
CN2013102173655A CN103276727A (zh) 2013-06-04 2013-06-04 预应力高强砼管桩、端板和砼料以及管桩生产方法

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WO2014194629A1 true WO2014194629A1 (fr) 2014-12-11

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Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103276727A (zh) * 2013-06-04 2013-09-04 吴建生 预应力高强砼管桩、端板和砼料以及管桩生产方法
CN104230255A (zh) * 2014-08-22 2014-12-24 南通华柱水泥制品有限公司 一种具有耐候性能的高强度管桩的生产工艺
CN106393424A (zh) * 2016-11-21 2017-02-15 广西大学 一种提高水泥电杆应预力的制作方法
CN110000519B (zh) * 2019-04-09 2020-04-14 常熟市龙腾滚动体制造有限公司 先张法预应力混凝土管桩用端板加工工艺

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US3963056A (en) * 1974-01-02 1976-06-15 Nippon Concrete Kogyo Kabushiki Kaisha Concrete piles, poles or the like
CN1133771A (zh) * 1995-10-13 1996-10-23 广州羊城管桩有限公司 掺磨细建筑砂生产预应力高强混凝土管桩的工艺
JP2003306932A (ja) * 2002-04-15 2003-10-31 Geotop Corp 杭の接続構造
CN2632148Y (zh) * 2003-07-18 2004-08-11 王伟明 预应力高强混凝土管桩的碗形端头
CN2851353Y (zh) * 2005-12-31 2006-12-27 杨�嘉 小截面预应力混凝土管桩
CN101672035A (zh) * 2009-09-22 2010-03-17 广东建华管桩有限公司 掺磨细河砂生产的预应力高强混凝土管桩及其生产方法
CN103276727A (zh) * 2013-06-04 2013-09-04 吴建生 预应力高强砼管桩、端板和砼料以及管桩生产方法
CN203284778U (zh) * 2013-06-04 2013-11-13 吴建生 预应力高强砼管桩和端板

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CN102757205A (zh) * 2012-08-07 2012-10-31 广东华美鑫通混凝土构件有限公司 先张法预应力高强度混凝土及先张法预应力高强度混凝土管桩的生产方法

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3963056A (en) * 1974-01-02 1976-06-15 Nippon Concrete Kogyo Kabushiki Kaisha Concrete piles, poles or the like
CN1133771A (zh) * 1995-10-13 1996-10-23 广州羊城管桩有限公司 掺磨细建筑砂生产预应力高强混凝土管桩的工艺
JP2003306932A (ja) * 2002-04-15 2003-10-31 Geotop Corp 杭の接続構造
CN2632148Y (zh) * 2003-07-18 2004-08-11 王伟明 预应力高强混凝土管桩的碗形端头
CN2851353Y (zh) * 2005-12-31 2006-12-27 杨�嘉 小截面预应力混凝土管桩
CN101672035A (zh) * 2009-09-22 2010-03-17 广东建华管桩有限公司 掺磨细河砂生产的预应力高强混凝土管桩及其生产方法
CN103276727A (zh) * 2013-06-04 2013-09-04 吴建生 预应力高强砼管桩、端板和砼料以及管桩生产方法
CN203284778U (zh) * 2013-06-04 2013-11-13 吴建生 预应力高强砼管桩和端板

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