WO2023030213A1 - 一种预应力混凝土支护桩及其生产方法 - Google Patents

一种预应力混凝土支护桩及其生产方法 Download PDF

Info

Publication number
WO2023030213A1
WO2023030213A1 PCT/CN2022/115365 CN2022115365W WO2023030213A1 WO 2023030213 A1 WO2023030213 A1 WO 2023030213A1 CN 2022115365 W CN2022115365 W CN 2022115365W WO 2023030213 A1 WO2023030213 A1 WO 2023030213A1
Authority
WO
WIPO (PCT)
Prior art keywords
reinforcement
connecting plate
prestressed
cage
cut
Prior art date
Application number
PCT/CN2022/115365
Other languages
English (en)
French (fr)
Inventor
金忠良
陈巧
葛明明
闫志波
陆立东
Original Assignee
建华建材（中国）有限公司
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 建华建材（中国）有限公司 filed Critical 建华建材（中国）有限公司
Publication of WO2023030213A1 publication Critical patent/WO2023030213A1/zh

Links

Images

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
    • E02D5/58—Prestressed concrete piles
    • 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 invention relates to a support pile used for retaining soil, embankment, revetment, and river and lake weir enclosure structures in construction engineering and a production method thereof, in particular to a prestressed concrete support pile and a production method thereof.
  • the conventional support methods mainly include concrete pouring piles, underground diaphragm walls, self-supporting cement retaining walls, SMW method, and steel sheet piles. , prefabricated concrete sheet piles, etc.
  • the pile body has good bending resistance, it is greatly affected by the weather, and it is almost impossible to construct in rainy days, resulting in construction period There is no guarantee, the quality of piles cannot be guaranteed, and national resources are wasted.
  • the present invention provides a prestressed concrete support pile and its production method, which has the characteristics of simple structure, high horizontal bearing capacity, low cost and high construction efficiency, and is produced by factory prefabrication. After reaching the curing strength, it is shipped to the construction site for direct construction, which can save on-site rotary excavation, cage placement, concrete pouring and other production processes, and reduce the labor cost on the construction site.
  • the present invention achieves the above-mentioned technical purpose through the following technical means.
  • a prestressed concrete support pile comprising an arc-shaped concrete pile body and a connecting plate; at least one end face of the arc-shaped concrete pile body is equipped with a connecting plate, and the profile of the connecting plate is smaller than that of the concrete pile body.
  • the outer diameter of the connecting plate is smaller than the outer diameter of the cross-section of the arc-shaped concrete pile body, and the inner diameter of the cross-section of the concrete pile body is smaller than the inner diameter of the connecting plate.
  • baffles are installed at the joints of the adjacent arc-shaped concrete piles.
  • the two sides of the cross-section of the arc-shaped concrete pile body are respectively provided with notches, and the adjacent arc-shaped concrete pile bodies are overlapped by the notches.
  • the connecting plate is provided with a protruding part corresponding to the notch, and the arc-shaped concrete pile body is provided with a reinforcing structure, the reinforcing structure is located at the notch, and one end of the reinforcing structure is connected to the connecting plate.
  • the reinforcement structure includes a reinforcement column and/or a grout plate, the reinforcement column is located inside the arc-shaped concrete pile body at the stop, and one end of the reinforcement column is connected to the protrusion; the arc-shaped The edge of the notch of the concrete pile body is wrapped with a grout plate, and one end of the grout plate is connected to the edge of the connecting plate.
  • anchor holes are evenly distributed on the connecting plate, and a tension hole is provided near each anchor hole on the connecting plate, and the anchor holes communicate with the tension holes through rib grooves.
  • the included angle ⁇ between the first axis from the center of the anchor hole to the center of the connecting plate and the second axis from the center of the tension hole to the center of the connecting plate is 5°-15°.
  • the arc-shaped concrete pile body includes several prestressed steel bars, the prestressed steel bars include a steel bar body, at least one end of the steel bar body is provided with an upset cap, and the minimum diameter of the upset cap is greater than or equal to the diameter of the steel bar body.
  • the upsetting cap passes through the end surface of the concrete pile body, and the upsetting cap is located in the anchor bar hole of the connecting plate.
  • the helix angle of the helical groove is 35°-60°.
  • a boss is provided on the top of the upset cap.
  • the height of the boss is 0.1mm-10mm.
  • the upset cap is divided into an upper convex portion and a lower concave portion, the lower concave portion is connected to the main body of the steel bar, and the ratio of the height of the upper convex portion to the height of the lower concave portion is 1/8 to 1/8. 1/2.
  • the arc-shaped concrete pile body is also provided with non-prestressed steel bars, and the non-prestressed steel bars and prestressed steel bars are arranged alternately.
  • a method for producing prestressed concrete support piles comprising the steps of:
  • the stirrups of the steel skeleton cage are cut off, and the stirrups are formed into hooks and bound to the main body of the steel bars, specifically including the following steps:
  • the cut stirrups are formed into hooks and bound to the main body of the steel bars; the steel bar skeletons cut by the tooling are caged into the mold.
  • the prestressed concrete support piles described in the present invention have the characteristics of simple structure, high horizontal bearing capacity, low cost, and high construction efficiency. Production processes such as rotary excavation, cage placement, and concrete pouring reduce labor costs on the construction site.
  • the prestressed concrete support pile of the present invention is provided with a boss through the top of the upsetting cap.
  • the upsetting cap of the steel bar directly impacts the outside due to the axial deformation of the end plate and the concrete.
  • the boss can first offset part of the impact force to avoid damage to the steel bar upset cap, thereby affecting the connection quality of the main bar.
  • the prestressed concrete support pile of the present invention because the outer diameter of the connecting plate is smaller than the outer diameter of the cross section of the concrete pile body, when the adjacent support piles are spliced, it can effectively ensure the bite of the pile and the pile, and avoid connection boards in direct contact.
  • the minimum diameter of the upset cap is greater than or equal to the diameter of the main body of the steel bar, and the maximum cross-sectional area is used as the plane to divide the upset cap into an upper convex part and a lower concave part, effectively reducing the During the tensioning process of the steel bar, the stress concentration phenomenon generated by the heading head effectively avoids the damage of the heading head and the deformation at the connection between the heading head and the bar body, and improves the tensile performance of the steel bar.
  • the production method of the prestressed concrete support pile of the present invention by making the integral reinforcement skeleton cage, then cut off the stirrups of the reinforcement skeleton cage according to the support pile profile, and form the crotch hook with the cut stirrup Finally, it is tied with the main body of the steel bar, and this sample is used to make the steel bar skeleton cage separately, which saves man-hours and improves efficiency. More importantly, it can prevent the deformation of the steel skeleton cage made separately.
  • the production method of the prestressed concrete support pile of the present invention by installing some reinforcement columns on the edge of the connection plate, to increase the connection force between the connection plate and the concrete pile body, and enhance the driving resistance of the support pile head. In particular, it can be placed at the stop position to cause damage during the demoulding process.
  • the production method of the prestressed concrete support pile according to the present invention by installing grout boards on both sides of the connecting plate, the edge of the arc-shaped concrete pile body can be wrapped, and it can be formed during the forming process. Block the slurry in the middle to avoid slurry leakage.
  • Fig. 1 is a perspective view of a prestressed concrete support pile according to the present invention.
  • Fig. 2 is a front view of the connecting plate according to the present invention.
  • Fig. 3 is a front view of Fig. 1 .
  • Fig. 4 is a sectional view of the prestressed concrete support pile described in embodiment 1.
  • Fig. 5 is a sectional view of the prestressed concrete support pile described in embodiment 2.
  • Figure 6 is a schematic diagram of the installation of the prestressed concrete support pile described in Example 1.
  • Fig. 7 is a schematic diagram of the installation of the prestressed concrete support pile described in Example 2.
  • Fig. 8 is a three-dimensional diagram of the prestressed steel bars described in the present invention.
  • Fig. 9 is a front view of the prestressed steel bar described in the present invention.
  • FIG. 10 is a top view of FIG. 9 .
  • FIG. 11 is a bottom view of FIG. 9 .
  • 1-arc-shaped concrete pile body 2-connecting plate; 2-1-protrusion; 2-2-anchor hole; 2-3-tension hole; -Prestressed steel bar; 4-1-spiral groove; 4-2-upsetting cap; 4-4-boss; 4-5-upper convex part; 4-6-lower concave part; Plate; 7-non-prestressed reinforcement; 8-stirrup; 3-1-straight line; 3-2-corner transition arc; 3-3-oblique line; 3-4-lower transition arc; plate.
  • first and second are used for descriptive purposes only, and cannot be interpreted as indicating or implying relative importance or implicitly specifying the quantity of indicated technical features. Thus, a feature defined as “first” and “second” may explicitly or implicitly include one or more of these features.
  • “plurality” means two or more, unless otherwise specifically defined.
  • the prestressed concrete support pile according to the present invention includes an arc-shaped concrete pile body 1 and a connecting plate 2; at least one end surface of the arc-shaped concrete pile body 1 is equipped with a connecting plate 2 , and the profile of the connecting plate 2 is smaller than the profile of the concrete pile body 1 .
  • the profile of the connecting plate 2 is smaller than the profile of the concrete pile body 1. It can be understood that the profile of the connecting plate 2 is completely smaller than the profile of the concrete pile body 1. It can also be understood that only part of the edge of the profile of the connecting plate 2 is smaller than the concrete pile body 1. The edge corresponding to the contour of .
  • the outer diameter of the connecting plate 2 of the present invention is smaller than the outer diameter of the cross section of the arc-shaped concrete pile body 1, and the inner diameter of the cross section of the concrete pile body 1 is smaller than the inner diameter of the connecting plate.
  • the cross-section of the arc-shaped concrete pile body 1 in Embodiment 1 is semi-circular, as shown in Figure 4; during the assembly process, a baffle plate 6 is installed on the arc surface of the adjacent arc-shaped concrete pile body 1 , the baffle plate 6 is located on the outer side of the junction of the adjacent arc-shaped concrete pile body 1, and is used for retaining soil and water, as shown in FIG. 6 .
  • both sides of the arc-shaped concrete pile body 1 cross section in embodiment 2 are provided with notch 3 respectively, promptly be provided with notch 3 respectively at the two bottoms of semi-circular arc-shaped concrete pile body 1 in cross section, as Fig. 3 Shown in and 5;
  • the cross section of the seam 3 includes the bottom of the semi-circular ring, the straight line section 3-1, the corner transition arc 3-2, the oblique line section 3-3 and the lower transition arc 3-4, and the oblique line section 3-3
  • One end extends to the outer circle of the semicircle.
  • the radius of the lower transition arc 3-4 is greater than the radius of the corner transition arc 3-2.
  • the connecting plate 2 is provided with a protruding portion 2-1 corresponding to the notch 3, and the connecting plate 2 is provided with a protruding portion 2-1 corresponding to the notch 3, and the circular arc
  • a reinforcement structure is provided on the shaped concrete pile body 1, the reinforcement structure is located at the stop 3, and one end of the reinforcement structure is connected to the connecting plate 2.
  • the reinforcement structure includes a reinforcement column 5 or/and a grout 9, the reinforcement column 5 is located inside the arc-shaped concrete pile body 1 at the notch 3, and one end of the reinforcement column 5 It is connected with the protruding part 2-1; the edge of the mouth 3 of the arc-shaped concrete pile body 1 is wrapped with a grout plate 9, and one end of the grout plate 9 is connected to the edge of the connecting plate 2, which can be formed during the molding process. Block slurry to avoid slurry leakage.
  • the edge of the spigot 3 wraps the grout baffle 9, and the spigot 3 along the axial direction can completely wrap the grout baffle 9, or it can be at both ends of the arc-shaped concrete pile body 1, the spigot 3 Wrap the baffle 9 within a certain distance along the axial direction.
  • anchor holes are evenly distributed, and a tension hole 2-3 is provided near each anchor hole 2-2 on the connecting plate 2, and the anchor hole 2-2 It communicates with the tension hole 2-3 through the rib groove 2-4.
  • the included angle ⁇ between the first axis from the center of the anchor hole 2-2 to the center of the connecting plate 2 and the second axis from the center of the tension hole 2-3 to the center of the connecting plate 2 is 5°-15°.
  • the arc-shaped concrete pile body 1 includes several prestressed steel bars 4, the prestressed steel bars 4 include a steel bar body, at least one end of the steel bar body is provided with an upset cap 4-2, The main body of the steel bar and the upset cap 4-2 make a smooth transition.
  • the minimum diameter of the upset cap 4-2 is greater than or equal to the diameter of the main body of the steel bar. It can be understood that the upset cap 4-2 is a rotating body with a gradually changing diameter. .
  • the upset cap 4-2 passes through the end surface of the concrete pile body 1, and the upset cap 4-2 is located in the anchor bar hole 2-2 of the connecting plate 2.
  • non-prestressed reinforcing bar 7 in described arc-shaped concrete pile body 1 described non-prestressed reinforcing bar 7 and prestressed reinforcing bar 4 are interlacedly arranged.
  • the continuous spiral groove 4-1 can be understood as being provided with a spiral groove 4-1 on the outer surface of the main body of the steel bar, and the outer surface of the upset cap 4-2 is also provided with a spiral groove 4-1, and the outer surface of the upset cap 4-2 is provided with a spiral groove 4-1.
  • the spiral groove 4-1 is connected with the spiral groove 4-1 on the outer surface of the main body of the steel bar, and still maintains a spiral shape, as shown in Fig. 9 and Fig. 10 .
  • the helix angle of the helical groove 4-1 is 35°-60°.
  • a spiral groove 4-1 is provided on the surface of the upset cap 4-2, which enhances the bite force with the end plate 1, and effectively prevents the steel rod from rotating when making a reinforced skeleton cage.
  • a boss 4-4 is provided on the top of the upset cap 4-2.
  • the boss 4-4 is cylindrical or conical.
  • the upset cap 4-2 directly contacts the external impact force. At this time, the boss 4-4 can first offset part of the impact force and avoid the upset cap. 4-2 is damaged, which affects the connection quality of the main reinforcement.
  • the boss 4-4 is cylindrical, the height of the boss 4-4 is 0.1 mm to 10 mm, and the outer diameter of the boss 4-4 is 6.5 mm to 20 mm; the boss 4-4 is circular, and the boss 4 -4 has a height of 0.1 mm to 10 mm, the maximum outer diameter of the boss 4-4 is 6.5 mm to 14 mm, and the smallest outer diameter of the boss 4-4 is 4.5 mm to 12.6 mm.
  • the upset cap 4-2 is divided into an upper convex part 4-5 and a lower concave part 4-6 with the largest cross-sectional area as a plane, and the lower concave part 4-6 is connected with the main body of the steel bar, and the The lower concave part 4-6 can be considered as a smooth transition section from the maximum cross-sectional area to the steel bar body, and the upper part of the upper convex part 4-5 is provided with a boss 4-4, and the height of the upper convex part 4-5 is the same as that of the lower concave part.
  • the height ratio of 4-6 is 1/8 ⁇ 1/2.
  • the upper convex part 4-5 and the lower concave part 4-6 can effectively reduce the stress concentration phenomenon produced by the heading head during the tensioning process of the steel bar, effectively avoid the damage of the heading head and appear in the deformation of the connection between the heading head and the tendon body, and improve the tensile properties of steel bars.
  • Embodiment 3 the production method of prestressed concrete support pile of the present invention, comprises the following steps:
  • Reinforcement cage weaving the prestressed reinforcement 4 and the stirrup 8 are rolled and welded, so that the prestressed reinforcement 4 and the stirrup 8 form an integral reinforcement cage; .
  • connecting plate and steel frame cage install the connecting plate 2 and the parts used for prestressed tension on the cage frame cage, cut off all the spiral bars on one side of the steel frame cage, and hook the stirrup to 180° Bind firmly with the main reinforcement to prevent the spiral reinforcement from being exposed. Turn over the reinforced skeleton cage and temporarily not cut off every one meter on the opposite side. A number of reinforcing columns 5 are welded on the edge of the connecting plate 2, and the reinforcing columns 5 are located in the reinforcement cage.
  • the reinforcing column 5 is welded on the protrusion 2-1 of the connecting plate 2, and the reinforcing column 5 can be a steel bar, which is used to increase the connection force between the connecting plate and the concrete pile body, and enhance the driving resistance of the supporting pile head.
  • Slurry baffles 9 are installed on both sides of the connecting plate 2, and the baffles 9 are in contact with the steel skeleton cage, which can block the slurry during the forming process and avoid slurry leakage.
  • Mold treatment Clean up the upper and lower molds of the production support piles and apply a release agent after cleaning to facilitate demoulding after the maintenance of the support piles.
  • Reinforcement skeleton cage into the mold When the reinforcement cage skeleton is put into the mold, the prestressed main reinforcement should be straight, check whether there are no hooks in the cut part of the stirrups, and whether the loose stirrups are tied in place. Put the whole reinforcement cage into the mold, cut off the remaining stirrups on the other side of the reinforcement cage, form the cut stirrups into hooks and bind them to the main body of the reinforcement.
  • Concrete distribution and tensioning after placing the concrete material in the inner cavity of the lower mold of the mold, close the upper mold of the mold and perform prestressed tension; or after closing the upper mold of the mold, arrange the concrete material on the lower mold of the mold Prestressed tension after the cavity;
  • At least one lifting bolt is installed in the tension screw hole on the connecting plate 2 during demoulding, and the hook is hung behind the lifting bolt to obtain the finished support pile. It can also be demolded in this way: when demolding, at least one lifting bolt is installed in the tension hole on the connecting plate 2, and the hook is hung behind the lifting bolt. After lifting, the height is about 30cm to 200cm from the side of the lower half of the mold.
  • Embodiment 4 the production method of prestressed concrete support pile of the present invention, comprises the following steps:
  • Non-prestressed reinforcement fixed-length blanking Cut the non-prestressed reinforcement 7 to a certain length according to the design requirements, and at least one end of the prestressed reinforcement is threaded; wherein the blanking length of the non-prestressed reinforcement is less than that of the prestressed reinforcement. Cutting length 5cm ⁇ 50cm;
  • Reinforcement cage weaving the prestressed reinforcement 4, non-prestressed reinforcement 7 and stirrup 8 are rolled and welded to form a whole reinforcement cage; or the prestressed The stress reinforcement 4 and the stirrup 8 are rolled and welded to weave the cage, so that after the prestressed reinforcement 4 and the stirrup 8 form an integral reinforcement skeleton cage, the non-prestressed reinforcement is bound on the inside of the reinforcement skeleton cage once;
  • connecting plate and steel frame cage install the connecting plate 2 and the parts used for prestressed tension on the cage frame cage, cut off all the spiral bars on one side of the steel frame cage, and hook the stirrup to 180° Bind firmly with the main reinforcement to prevent the spiral reinforcement from being exposed. Turn over the reinforced skeleton cage and temporarily not cut off every one meter on the opposite side. A number of reinforcing columns 5 are welded on the edge of the connecting plate 2, and the reinforcing columns 5 are located in the reinforcement cage.
  • the reinforcing column 5 is welded on the protrusion 2-1 of the connecting plate 2, and the reinforcing column 5 can be a steel bar, which is used to increase the connection force between the connecting plate and the concrete pile body, and enhance the driving resistance of the supporting pile head.
  • Slurry baffles 9 are installed on both sides of the connecting plate 2, and the baffles 9 are in contact with the steel skeleton cage, which can block the slurry during the forming process and avoid slurry leakage.
  • Mold treatment Clean up the upper and lower molds of the production support piles and apply a release agent after cleaning to facilitate demoulding after the maintenance of the support piles.
  • Reinforcement cage into the mold When the steel cage framework is put into the mold, the prestressed main reinforcement should be straight. Check whether the cut part of the stirrup is not in place, and whether the loose stirrup is bound in place. Put the whole reinforcement cage into the mold, cut off the remaining stirrups on the other side of the reinforcement cage, form the cut stirrups into hooks and bind them to the main body of the reinforcement.
  • Concrete distribution and tensioning after placing the concrete material in the inner cavity of the lower mold of the mold, close the upper mold of the mold and perform prestressed tension; or after closing the upper mold of the mold, arrange the concrete material on the lower mold of the mold Prestressed tension after the cavity;
  • demoulding After demoulding, the finished supporting pile can be obtained. When demoulding, install at least one lifting bolt in the tension screw hole on the connecting plate. Hang the hook behind the lifting bolt.
  • the side of the mold is about 30cm to 200cm.
  • Several steel strips are used to bind two support piles with a semicircular section. The width of the steel strips is 3cm to 10cm and the thickness is 1mm to 6mm.
  • the finished protective pile temporarily forms a full circle, which is convenient for later stacking and transportation.
  • Embodiment 5 the production method of prestressed concrete support pile of the present invention, comprises the following steps:
  • connection plate and the steel frame cage install the connection plate 2 and the parts used for prestressed tension on the cage frame cage, cut off the stirrup bars 8 on both sides of the steel frame cage, and prevent the steel bars from The skeleton cage is deformed; and the stirrup hooks are bound to 180° and the main reinforcement is firmly bound to prevent the spiral reinforcement from being exposed.
  • a number of reinforcing columns 5 are welded on the edge of the connecting plate 2, and the reinforcing columns 5 are located in the reinforcement cage.
  • the reinforcing column 5 is welded on the protrusion 2-1 of the connecting plate 2, and the reinforcing column 5 can be a steel bar, which is used to increase the connection force between the connecting plate and the concrete pile body, and enhance the driving resistance of the supporting pile head.
  • Slurry baffles 9 are installed on both sides of the connecting plate 2, and the baffles 9 are in contact with the steel skeleton cage, which can block the slurry during the forming process and avoid slurry leakage.
  • Mold treatment Clean up the upper and lower molds of the production support piles and apply a release agent after cleaning to facilitate demoulding after the maintenance of the support piles.
  • Steel skeleton cage into the mold The cut steel skeleton is caged into the mold through tooling. When the steel cage skeleton is put into the mold, the prestressed main reinforcement should be straight. Check whether there are no hooks in the cut part of the stirrups, and whether the loose stirrups are bound in place.
  • Concrete distribution and tensioning after placing the concrete material in the inner cavity of the lower mold of the mold, close the upper mold of the mold and perform prestressed tension; or after closing the upper mold of the mold, arrange the concrete material on the lower mold of the mold Prestressed tension after the cavity;
  • demoulding After demoulding, the finished supporting pile can be obtained. When demoulding, install at least one lifting bolt in the tension screw hole on the connecting plate. Hang the hook behind the lifting bolt.
  • the side of the mold is about 30cm to 200cm.
  • Several steel strips are used to bind two support piles with a semicircular section. The width of the steel strips is 3cm to 10cm and the thickness is 1mm to 6mm.
  • the finished protective pile temporarily forms a full circle, which is convenient for later stacking and transportation.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Manufacturing Of Tubular Articles Or Embedded Moulded Articles (AREA)

Abstract

本发明提供了一种预应力混凝土支护桩及其生产方法，包括波形混凝土桩身和连接板；所述波形混凝土桩身至少一个端面安装连接板，且所述连接板的轮廓小于混凝土桩身的轮廓。所述连接板的外径小于波形混凝土桩身横截面的外径，所述混凝土桩身横截面的内径小于所述连接板的内径。本发明具有结构简单、抗水平承载力高、造价低、施工效率高等特点，用工厂化预制生产，达到养护强度后出厂运往工地直接施工，可节省现场旋挖、放笼、混凝土浇筑等制作工序，减少工地现场人力成本。

Description

一种预应力混凝土支护桩及其生产方法 技术领域
本发明涉及建筑工程中的一种用于挡土、护堤、护岸、江湖堰围护结构的支护桩及其生产方法，具体涉及一种预应力混凝土支护桩及其生产方法。
背景技术
目前用于基坑开挖、河道整治等工程建设中需要设置挡土支护结构，而常规的支护方法主要有混凝土灌注桩、地下连续墙、自立式水泥挡土墙、SMW法、钢板桩、预制混凝土板桩等，对于现场浇筑的混凝土灌注桩、地下连续墙、自立式水泥挡土墙等虽然桩身抗弯性能较好，但受天气影响较大，雨天几乎无法施工，造成施工工期无法保证，成桩质量得不到保证，且浪费国家资源。对于SMW法、钢板桩等支护方法，虽然也具有较高的抗弯性能，但需要消耗大量的钢材，其成本造价过高，用作长久性支护结构时，还存在抗腐蚀差，后期的维护费用高等缺点。另外，SMW法施工比较复杂，容易出现施工质量问题。
发明内容
针对现有技术中存在的不足，本发明提供了一种预应力混凝土支护桩及其生产方法，具有结构简单、抗水平承载力高、造价低、施工效率高等特点，用工厂化预制生产，达到养护强度后出厂运往工地直接施工，可节省现场旋挖、放笼、混凝土浇筑等制作工序，减少工地现场人力成本。
本发明是通过以下技术手段实现上述技术目的的。
一种预应力混凝土支护桩，包括圆弧形混凝土桩身和连接板；所述圆弧形混凝土桩身至少一个端面安装连接板，且所述连接板的轮廓小于混凝土桩身的轮廓。
进一步，所述连接板的外径小于圆弧形混凝土桩身横截面的外径，所述混凝土桩身横截面的内径小于所述连接板的内径。
进一步，相邻的所述圆弧形混凝土桩身衔接处安装挡板。
进一步，所述圆弧形混凝土桩身横截面的两侧分别设有止口，相邻的所述圆弧形混凝土桩身通过止口搭接。
进一步，所述连接板上设有与止口对应的突出部，所述圆弧形混凝土桩身上设有加强结构，所述加强结构位于止口处，且所述加强结构一端与连接板连接。
进一步，所述加强结构包括加强柱和/或挡浆板，所述加强柱位于止口处的圆弧形混凝土桩身的内部，且所述加强柱一端与突出部连接；所述圆弧形混凝土桩身的止口边缘处包裹挡 浆板，且所述挡浆板一端与连接板边缘连接。
进一步，所述连接板上均布锚固孔，所述连接板上每个锚固孔附近设有一个张拉孔，所述锚固孔与张拉孔之间通过过筋槽连通。
进一步，所述锚固孔圆心到连接板中心的第一轴线与所述张拉孔圆心到连接板中心的第二轴线的夹角θ为5°～15°。
进一步，所述圆弧形混凝土桩身内包括若干预应力钢筋，所述预应力钢筋包括钢筋主体，所述钢筋主体至少一端设有镦帽，所述镦帽的最小直径大于等于钢筋主体直径，所述镦帽穿过混凝土桩身端面，且所述镦帽位于连接板的锚筋孔内。
进一步，所述钢筋主体和镦帽的外表面周向均布若干连续的螺旋凹槽。
进一步，所述螺旋凹槽的螺旋角为35°～60°。
进一步，所述镦帽顶部设有凸台。
进一步，所述凸台高度为0.1mm～10mm。
进一步，以最大横截面积作为平面将所述镦帽分为上凸部和下凹部，所述下凹部与钢筋主体连接，所述上凸部的高度与下凹部的高度比值为1/8～1/2。
进一步，所述圆弧形混凝土桩身内还设置有非预应力钢筋，所述非预应力钢筋和预应力钢筋交错设置。
一种预应力混凝土支护桩生产方法，包括如下步骤：
制作整体的钢筋骨架笼；
将连接板和用于预应力张拉的部件安装在笼筋骨架笼上；
根据支护桩外形将钢筋骨架笼的箍筋切断，并将切断的箍筋形成弯钩后与钢筋主体绑扎；
钢筋骨架笼入模；混凝土布料与张拉；产品脱模。
进一步，还包括如下步骤：
安装钢筋骨架笼端部的所述连接板时，在连接板边缘安装若干加强柱，且所述加强柱位于钢筋骨架笼内。
进一步，根据支护桩外形将钢筋骨架笼的箍筋切断，并将箍筋形成弯钩后与钢筋主体绑扎，具体包括如下步骤：
将钢筋骨架笼的一侧的箍筋切断，并将切断的箍筋形成弯钩后与钢筋主体绑扎；
将钢筋骨架笼的另一侧的螺旋筋间隔切断；
将整体的钢筋骨架笼入模，切断钢筋骨架笼的另一侧剩余的箍筋，并将切断的箍筋形成弯钩后与钢筋主体绑扎。
进一步，根据支护桩外形将钢筋骨架笼的箍筋切断，并将箍筋形成弯钩后与钢筋主体绑 扎，具体包括如下步骤：
将钢筋骨架笼的两侧的箍筋切断，在切断过程中通过工装防止钢筋骨架笼变形；
将切断的箍筋形成弯钩后与钢筋主体绑扎；将通过工装切断后的钢筋骨架笼入模。
本发明的有益效果在于：
1.本发明所述的预应力混凝土支护桩具有结构简单、抗水平承载力高、造价低、施工效率高等特点，用工厂化预制生产，达到养护强度后出厂运往工地直接施工，可节省现场旋挖、放笼、混凝土浇筑等制作工序，减少工地现场人力成本。
2.本发明所述的预应力混凝土支护桩，通过镦帽顶部设有凸台，在钢筋端部受到外部荷载冲击时，由于端板与混凝土发生轴向变形使钢筋镦帽直接与外部冲击力接触，此时凸台可以先抵消一部分冲击力，避免钢筋镦帽受损，从而影响主筋的连接质量。
3.本发明所述的预应力混凝土支护桩，由于连接板的外径小于混凝土桩身横截面的外径，在相邻支护桩拼接时，可有效确保桩与桩的咬合，避免连接板直接接触。
4.本发明所述的预应力混凝土支护桩，通过镦帽的最小直径大于等于钢筋主体直径，以最大横截面积作为平面将所述镦帽分为上凸部和下凹部，有效降低了钢筋在张拉过程中，镦头产生的应力集中现象，有效避免了镦头的破坏出现在镦头与筋体衔接处变形，提升了钢筋的抗拉性能。
5.本发明所述的预应力混凝土支护桩的生产方法，通过制作整体的钢筋骨架笼，然后再根据支护桩外形将钢筋骨架笼的箍筋切断，并将切断的箍筋形成弯钩后与钢筋主体绑扎，这个样比分体制作钢筋骨架笼，节省工时，而且提高效率。更重要的可以防止分体制作钢筋骨架笼的变形。
6.本发明所述的预应力混凝土支护桩的生产方法，通过在连接板边缘安装若干加强柱，以增加连接板与混凝土桩身的连接力，增强支护桩桩头的耐打性。特别可以放在止口位置在脱模过程中产生的破损。
7.本发明所述的预应力混凝土支护桩的生产方法，通过在连接板两侧边缘安装挡浆板，可以将所述圆弧形混凝土桩身的止口边缘处包裹，可以在成型过程中挡浆，避免漏浆。
附图说明
图1为本发明所述的预应力混凝土支护桩立体图。
图2为本发明所述的连接板主视图。
图3为图1的主视图。
图4为实施例1所述的预应力混凝土支护桩的剖视图。
图5为实施例2所述的预应力混凝土支护桩的剖视图。
图6为实施例1所述的预应力混凝土支护桩安装示意图。
图7为实施例2所述的预应力混凝土支护桩安装示意图。
图8为本实用新型所述的预应力钢筋三维图。
图9为本实用新型所述的预应力钢筋主视图。
图10为图9的俯视图。
图11为图9的仰视图。
图中：
1-圆弧形混凝土桩身；2-连接板；2-1-突出部；2-2-锚固孔；2-3-张拉孔；2-4-过筋槽；3-止口；4-预应力钢筋；4-1-螺旋凹槽；4-2-镦帽；4-4-凸台；4-5-上凸部；4-6-下凹部；5-加强柱；6-挡板；7-非预应力钢筋；8-箍筋；3-1-直线段；3-2-转角过渡圆弧；3-3-斜线段；3-4-下部过渡圆弧；9-挡浆板。
具体实施方式
下面结合附图以及具体实施例对本发明作进一步的说明，但本发明的保护范围并不限于此。
下面详细描述本发明的实施例，所述实施例的示例在附图中示出，其中自始至终相同或类似的标号表示相同或类似的元件或具有相同或类似功能的元件。下面通过参考附图描述的实施例是示例性的，旨在用于解释本发明，而不能理解为对本发明的限制。
在本发明的描述中，需要理解的是，术语“中心”、“纵向”、“横向”、“长度”、“宽度”、“厚度”、“上”、“下”、“轴向”、“径向”、“竖直”、“水平”、“内”、“外”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。此外，术语“第一”、“第二”仅用于描述目的，而不能理解为指示或暗示相对重要性或者隐含指明所指示的技术特征的数量。由此，限定有“第一”、“第二”的特征可以明示或者隐含地包括一个或者更多个该特征。在本发明的描述中，“多个”的含义是两个或两个以上，除非另有明确具体的限定。
在本发明中，除非另有明确的规定和限定，术语“安装”、“相连”、“连接”、“固定”等术语应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接，也可以是电连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以根据具体情况理解上述术语在本发明中的具体含义。
如图1和图3所示，本发明所述的预应力混凝土支护桩，包括圆弧形混凝土桩身1和连 接板2；所述圆弧形混凝土桩身1至少一个端面安装连接板2，且所述连接板2的轮廓小于混凝土桩身1的轮廓。所述连接板2的轮廓小于混凝土桩身1的轮廓，可以理解为连接板2的轮廓完全小于混凝土桩身1的轮廓，也可以理解为连接板2的轮廓中仅部分边缘小于混凝土桩身1的轮廓所对应的边缘。为了施工方便，本发明所述连接板2的外径小于圆弧形混凝土桩身1横截面的外径，所述混凝土桩身1横截面的内径小于所述连接板的内径。
实施例1中的圆弧形混凝土桩身1的横截面呈半圆环形，如图4所示；在装配过程中，相邻所述圆弧形混凝土桩身1的圆弧面上安装挡板6，所述挡板6位于相邻所述圆弧形混凝土桩身1衔接处外侧，用于挡土和水，如图6所示。
实施例2中的圆弧形混凝土桩身1横截面的两侧分别设有止口3，即在横截面为半圆环形圆弧形混凝土桩身1两底部分别设有止口3，如图3和5所示；止口3的横截面包括半圆环底部、直线段3-1、转角过渡圆弧3-2、斜线段3-3和下部过渡圆弧3-4，斜线段3-3一端与半圆环底部通过下部过渡圆弧3-4过渡，所述斜线段3-3另一端与直线段3-1一端通过转角过渡圆弧3-2过渡，所述直线段3-1另一端延伸到半圆环形的外圆。其中，下部过渡圆弧3-4半径大于转角过渡圆弧3-2半径。如图7所示，相邻的预应力混凝土支护桩通过止口3搭接。
如图2所示，所述连接板2上设有与止口3对应的突出部2-1，所述连接板2上设有与止口3对应的突出部2-1，所述圆弧形混凝土桩身1上设有加强结构，所述加强结构位于止口3处，且所述加强结构一端与连接板2连接。如图5所示，所述加强结构包括加强柱5或/和挡浆板9，所述加强柱5位于止口3处的圆弧形混凝土桩身1的内部，且所述加强柱5一端与突出部2-1连接；所述圆弧形混凝土桩身1的止口3边缘处包裹挡浆板9，且所述挡浆板9一端与连接板2的边缘连接，可以在成型过程中挡浆，避免漏浆。所述止口3边缘处包裹挡浆板9，可以是沿轴向的止口3全部包裹挡浆板9，也可以是在所述圆弧形混凝土桩身1的两端处，止口3在沿轴向一定距离内包裹挡浆板9。
实施例1和实施例2的所述连接板2上均布锚固孔，所述连接板2上每个锚固孔2-2附近设有一个张拉孔2-3，所述锚固孔2-2与张拉孔2-3之间通过过筋槽2-4连通。所述锚固孔2-2圆心到连接板2中心的第一轴线与所述张拉孔2-3圆心到连接板2中心的第二轴线的夹角θ为5°～15°。
如图8和图9所示，所述圆弧形混凝土桩身1内包括若干预应力钢筋4，所述预应力钢筋4包括钢筋主体，所述钢筋主体至少一端设有镦帽4-2，所述钢筋主体与镦帽4-2圆滑过渡。所述镦帽4-2的最小直径大于等于钢筋主体直径，可以理解为镦帽4-2为直径渐变的回转体，镦帽4-2与钢筋主体接触的一端直径与钢筋主体直径接近或相同。所述镦帽4-2穿过混凝土桩身1端面，且所述镦帽4-2位于连接板2的锚筋孔2-2内。所述圆弧形混凝土桩身1内还 设置有非预应力钢筋7，所述非预应力钢筋7和预应力钢筋4交错设置。
如图8和图9所示，所述钢筋主体和镦帽4-2的外表面周向均布若干连续的螺旋凹槽4-1。连续的螺旋凹槽4-1可以理解为钢筋主体外表面上设有螺旋凹槽4-1，镦帽4-2外表面也设有螺旋凹槽4-1，镦帽4-2外表面的螺旋凹槽4-1与钢筋主体外表面螺旋凹槽4-1是相互连通的，且依然保持螺旋形，如图9和图10所示。所述螺旋凹槽4-1的螺旋角为35°～60°。在镦帽4-2表面设有螺旋凹槽4-1，增强了与端板1的咬合力，有效防止钢棒在制作钢筋骨架笼时发生自转。
如图9和图10所示，所述镦帽4-2顶部设有凸台4-4。所述凸台4-4为圆柱形或圆台形。在钢筋端部受到外部荷载冲击时，由于端板1与混凝土发生轴向变形使镦帽4-2直接与外部冲击力接触，此时凸台4-4可以先抵消一部分冲击力，避免镦帽4-2受损，从而影响主筋的连接质量。所述凸台4-4为圆柱形，凸台4-4高度为0.1mm～10mm，凸台4-4外径为6.5mm～20mm；所述凸台4-4为圆台形，凸台4-4高度为0.1mm～10mm，凸台4-4最大外径为6.5mm～14mm，凸台4-4最小外径为4.5mm～12.6mm。
如图9所示，以最大横截面积作为平面将所述镦帽4-2分为上凸部4-5和下凹部4-6，所述下凹部4-6与钢筋主体连接，所述下凹部4-6可以认为是从最大横截面积到钢筋主体渐变的圆滑过渡段，上凸部4-5上部设有凸台4-4，所述上凸部4-5的高度与下凹部4-6的高度比值为1/8～1/2。上凸部4-5和下凹部4-6可以有效降低了钢筋在张拉过程中，镦头产生的应力集中现象，有效避免了镦头的破坏出现在镦头与筋体衔接处变形，提升了钢筋的抗拉性能。
实施例3，本发明所述的预应力混凝土支护桩的生产方法，包括以下步骤：
预应力钢筋定长下料及加工：将预应力钢筋4按照设计要求下料切割一定的长度后至少将预应力钢筋一端进行镦头加工；
钢筋骨架编笼：将预应力钢筋4和箍筋8进行滚焊编笼，使预应力钢筋4和箍筋8形成一个整体的钢筋骨架笼；支护桩整体的钢筋骨架笼横截面为圆柱形。
连接板与钢筋骨架笼安装：将连接板2及用于预应力张拉的部件安装在笼筋骨架笼上，把钢筋骨架笼一侧的螺旋筋全部剪断，并将箍筋弯钩至180°和主筋绑扎牢固，防止露螺旋筋。再翻转钢筋骨架笼将对立侧的每隔一米处暂不剪断。在连接板2边缘焊接若干加强柱5，且所述加强柱5位于钢筋骨架笼内。一般加强柱5焊接在连接板2的突出部2-1，加强柱5可以为钢筋，用于以增加连接板与混凝土桩身的连接力，增强支护桩桩头的耐打性。所述连接板2两侧边安装挡浆板9，且所述挡浆板9与钢筋骨架笼相接触，可以在成型过程中挡浆，避免漏浆。模具处理：清理生产支护桩的上、下模具清理干净后涂上隔离剂，便于支护桩的养护后脱模。
钢筋骨架笼入模：钢筋笼骨架入模时，预应力主筋应平直，检查剪开部分箍筋是否存在未弯钩到位、松散的箍筋是否绑扎到位。将整体的钢筋骨架笼入模，切断钢筋骨架笼的另一侧剩余的箍筋，并将切断的箍筋形成弯钩后与钢筋主体绑扎。
混凝土布料与张拉：将混凝土料布置在模具的下模内腔后，合上模具的上模后进行预应力张拉；或者合上模具的上模后，将混凝土料布置在模具的下模内腔后进行预应力张拉；
离心、养护；
脱模：脱模时在连接板2上的张拉螺丝孔张至少安装一个起吊螺栓，将吊钩挂在起吊螺栓后，后得到支护桩成品。也可以这样脱模：脱模时在连接板2上的张拉孔至少安装一个起吊螺栓，将吊钩挂在起吊螺栓后，起吊后，高度距离模具下半模的侧边约30cm～200cm，采用数条钢带将两个截面为半圆形的支护桩进行绑扎形成，钢带的宽度为3cm～10cm，厚度为1mm～6mm，这样使两个支护桩成品暂时形成一个整圆，便于后期的堆放和运输。
实施例4，本发明所述的预应力混凝土支护桩的生产方法，包括以下步骤：
预应力钢筋定长下料及加工：将预应力钢筋4按照设计要求下料切割一定的长度后至少将预应力钢筋一端进行镦头加工；
非预应力钢筋定长下料：将非预应力钢筋7按照设计要求下料切割一定的长度后至少将预应力钢筋一端进行车螺纹加工；其中非预应力钢筋的下料长度小于预应力钢筋的下料长度5cm～50cm；
钢筋骨架编笼：将预应力钢筋4、非预应力钢筋7和箍筋8进行滚焊编笼，使预应力钢筋、非预应力钢筋和螺栓箍筋形成一个整体的钢筋骨架笼；或者将预应力钢筋4和箍筋8进行滚焊编笼，使预应力钢筋4和箍筋8形成一个整体的钢筋骨架笼后，一次将非预应力钢筋绑扎在钢筋骨架笼的内侧；
连接板与钢筋骨架笼安装：将连接板2及用于预应力张拉的部件安装在笼筋骨架笼上，把钢筋骨架笼一侧的螺旋筋全部剪断，并将箍筋弯钩至180°和主筋绑扎牢固，防止露螺旋筋。再翻转钢筋骨架笼将对立侧的每隔一米处暂不剪断。在连接板2边缘焊接若干加强柱5，且所述加强柱5位于钢筋骨架笼内。一般加强柱5焊接在连接板2的突出部2-1，加强柱5可以为钢筋，用于以增加连接板与混凝土桩身的连接力，增强支护桩桩头的耐打性。所述连接板2两侧边安装挡浆板9，且所述挡浆板9与钢筋骨架笼相接触，可以在成型过程中挡浆，避免漏浆。
模具处理：清理生产支护桩的上、下模具清理干净后涂上隔离剂，便于支护桩的养护后脱模。
钢筋骨架笼入模：钢筋笼骨架入模时，预应力主筋应平直，检查剪开部分箍筋是否存在 未弯钩到位、松散的箍筋是否绑扎到位。将整体的钢筋骨架笼入模，切断钢筋骨架笼的另一侧剩余的箍筋，并将切断的箍筋形成弯钩后与钢筋主体绑扎。
混凝土布料与张拉：将混凝土料布置在模具的下模内腔后，合上模具的上模后进行预应力张拉；或者合上模具的上模后，将混凝土料布置在模具的下模内腔后进行预应力张拉；
离心、养护；
脱模：脱模后即可得到支护桩成品，脱模时在连接板上的张拉螺丝孔张至少安装一个起吊螺栓，将吊钩挂在起吊螺栓后，起吊后，高度距离模具下半模的侧边约30cm～200cm，采用数条钢带将两个截面为半圆形的支护桩进行绑扎形成，钢带的宽度为3cm～10cm，厚度为1mm～6mm，这样使两个支护桩成品暂时形成一个整圆，便于后期的堆放和运输。
实施例5：本发明所述的预应力混凝土支护桩的生产方法，包括以下步骤：
钢筋骨架编笼；
连接板与钢筋骨架笼安装：将连接板2及用于预应力张拉的部件安装在笼筋骨架笼上，将钢筋骨架笼的两侧的箍筋8切断，在切断过程中通过工装防止钢筋骨架笼变形；并将箍筋弯钩至180°和主筋绑扎牢固，防止露螺旋筋。在连接板2边缘焊接若干加强柱5，且所述加强柱5位于钢筋骨架笼内。一般加强柱5焊接在连接板2的突出部2-1，加强柱5可以为钢筋，用于以增加连接板与混凝土桩身的连接力，增强支护桩桩头的耐打性。所述连接板2两侧边安装挡浆板9，且所述挡浆板9与钢筋骨架笼相接触，可以在成型过程中挡浆，避免漏浆。
模具处理：清理生产支护桩的上、下模具清理干净后涂上隔离剂，便于支护桩的养护后脱模。
钢筋骨架笼入模：通过工装将切断后的钢筋骨架笼入模。钢筋笼骨架入模时，预应力主筋应平直，检查剪开部分箍筋是否存在未弯钩到位、松散的箍筋是否绑扎到位。
混凝土布料与张拉：将混凝土料布置在模具的下模内腔后，合上模具的上模后进行预应力张拉；或者合上模具的上模后，将混凝土料布置在模具的下模内腔后进行预应力张拉；
离心、养护；
脱模：脱模后即可得到支护桩成品，脱模时在连接板上的张拉螺丝孔张至少安装一个起吊螺栓，将吊钩挂在起吊螺栓后，起吊后，高度距离模具下半模的侧边约30cm～200cm，采用数条钢带将两个截面为半圆形的支护桩进行绑扎形成，钢带的宽度为3cm～10cm，厚度为1mm～6mm，这样使两个支护桩成品暂时形成一个整圆，便于后期的堆放和运输。
应当理解，虽然本说明书是按照各个实施例描述的，但并非每个实施例仅包含一个独立的技术方案，说明书的这种叙述方式仅仅是为清楚起见，本领域技术人员应当将说明书作为一个整体，各实施例中的技术方案也可以经适当组合，形成本领域技术人员可以理解的其他 实施方式。
上文所列出的一系列的详细说明仅仅是针对本发明的可行性实施例的具体说明，它们并非用以限制本发明的保护范围，凡未脱离本发明技艺精神所作的等效实施例或变更均应包含在本发明的保护范围之内。

Claims (19)

  1. 一种预应力混凝土支护桩，其特征在于，包括圆弧形混凝土桩身(1)和连接板(2)；所述圆弧形混凝土桩身(1)至少一个端面安装连接板(2)，且所述连接板(2)的轮廓小于混凝土桩身(1)的轮廓。
  2. 根据权利要求1所述的预应力混凝土支护桩，其特征在于，所述连接板(2)的外径小于圆弧形混凝土桩身(1)横截面的外径，所述混凝土桩身(1)横截面的内径小于所述连接板的内径。
  3. 根据权利要求1所述的预应力混凝土支护桩，其特征在于，相邻的所述圆弧形混凝土桩身(1)衔接处安装挡板(6)。
  4. 根据权利要求1所述的预应力混凝土支护桩，其特征在于，所述圆弧形混凝土桩身(1)横截面的两侧分别设有止口(3)，相邻的所述圆弧形混凝土桩身(1)通过止口(3)搭接。
  5. 根据权利要求4所述的预应力混凝土支护桩，其特征在于，所述连接板(2)上设有与止口(3)对应的突出部(2-1)，所述圆弧形混凝土桩身(1)上设有加强结构，所述加强结构位于止口(3)处，且所述加强结构一端与连接板(2)连接。
  6. 根据权利要求5所述的预应力混凝土支护桩，其特征在于，所述加强结构包括加强柱(5)和/或挡浆板(9)，所述加强柱(5)位于止口(3)处的圆弧形混凝土桩身(1)的内部，且所述加强柱(5)一端与突出部(2-1)连接；所述圆弧形混凝土桩身(1)的止口(3)边缘处包裹挡浆板(9)，且所述挡浆板(9)一端与连接板(2)边缘连接。
  7. 根据权利要求1所述的预应力混凝土支护桩，其特征在于，所述连接板(2)上均布锚固孔，所述连接板(2)上每个锚固孔(2-2)附近设有一个张拉孔(2-3)，所述锚固孔(2-2)与张拉孔(2-3)之间通过过筋槽(2-4)连通。
  8. 根据权利要求7所述的预应力混凝土支护桩，其特征在于，所述锚固孔(2-2)圆心到连接板(2)中心的第一轴线与所述张拉孔(2-3)圆心到连接板(2)中心的第二轴线的夹角θ为5°～15°。
  9. 根据权利要求1-8任一项所述的预应力混凝土支护桩，其特征在于，所述圆弧形混凝土桩身(1)内包括若干预应力钢筋(4)，所述预应力钢筋(4)包括钢筋主体，所述钢筋主体至少一端设有镦帽(4-2)，所述镦帽(4-2)的最小直径大于等于钢筋主体直径，所述镦帽(4-2)穿过混凝土桩身(1)端面，且所述镦帽(4-2)位于连接板(2)的锚筋孔内。
  10. 根据权利要求9所述的预应力混凝土支护桩，其特征在于，所述钢筋主体和镦帽(4-2)的外表面周向均布若干连续的螺旋凹槽(4-1)。
  11. 根据权利要求9所述的预应力混凝土支护桩，其特征在于，所述螺旋凹槽(4-1)的螺旋角为35°～60°。
  12. 根据权利要求9所述的预应力混凝土支护桩，其特征在于，所述镦帽(4-2)顶部设有凸台(4-4)。
  13. 根据权利要求12所述的预应力混凝土支护桩，其特征在于，所述凸台(4-4)高度为0.1mm～10mm。
  14. 根据权利要求9所述的预应力混凝土支护桩，其特征在于，以最大横截面积作为平面将所述镦帽(4-2)分为上凸部(4-5)和下凹部(4-6)，所述下凹部(4-6)与钢筋主体连接，所述上凸部(4-5)的高度与下凹部(4-6)的高度比值为1/8～1/2。
  15. 根据权利要求9所述的预应力混凝土支护桩，其特征在于，所述圆弧形混凝土桩身(1)内还设置有非预应力钢筋(7)，所述非预应力钢筋(7)和预应力钢筋(4)交错设置。
  16. 一种预应力混凝土支护桩生产方法，其特征在于，包括如下步骤：
    制作整体的钢筋骨架笼；
    将连接板(2)和用于预应力张拉的部件安装在笼筋骨架笼上；
    根据支护桩外形将钢筋骨架笼的箍筋切断，并将切断的箍筋形成弯钩后与钢筋主体绑扎；
    钢筋骨架笼入模；混凝土布料与张拉；产品脱模。
  17. 根据权利要求16所述的预应力混凝土支护桩生产方法，其特征在于，还包括如下步骤：
    安装钢筋骨架笼端部的所述连接板(2)时，在连接板(2)边缘安装若干加强结构，且所述加强结构位于钢筋骨架笼内或/和钢筋骨架笼相接触。
  18. 根据权利要求16所述的预应力混凝土支护桩生产方法，其特征在于，根据支护桩外形将钢筋骨架笼的箍筋切断，并将箍筋形成弯钩后与钢筋主体绑扎，具体包括如下步骤：
    将钢筋骨架笼的一侧的箍筋切断，并将切断的箍筋形成弯钩后与钢筋主体绑扎；
    将钢筋骨架笼的另一侧的箍筋间隔切断；
    将整体的钢筋骨架笼入模，切断钢筋骨架笼的另一侧剩余的箍筋，并将切断的箍筋形成弯钩后与钢筋主体绑扎。
  19. 根据权利要求16所述的预应力混凝土支护桩生产方法，其特征在于，根据支护桩外形将钢筋骨架笼的箍筋切断，并将箍筋形成弯钩后与钢筋主体绑扎，具体包括如下步骤：
    将钢筋骨架笼的两侧的箍筋切断，在切断过程中通过工装防止钢筋骨架笼变形；
    将切断的箍筋形成弯钩后与钢筋主体绑扎；通过工装将切断后的钢筋骨架笼入模。
PCT/CN2022/115365 2021-09-02 2022-08-29 一种预应力混凝土支护桩及其生产方法 WO2023030213A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202111027603.7 2021-09-02
CN202111027603.7A CN113818434A (zh) 2021-09-02 2021-09-02 一种预应力混凝土支护桩及其生产方法

Publications (1)

Publication Number Publication Date
WO2023030213A1 true WO2023030213A1 (zh) 2023-03-09

Family

ID=78923680

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2022/115365 WO2023030213A1 (zh) 2021-09-02 2022-08-29 一种预应力混凝土支护桩及其生产方法

Country Status (2)

Country Link
CN (1) CN113818434A (zh)
WO (1) WO2023030213A1 (zh)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116921588A (zh) * 2023-09-15 2023-10-24 天津建城基业管桩有限公司 用于预应力矩形桩的矩形骨架生产设备

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113818434A (zh) * 2021-09-02 2021-12-21 建华建材（中国）有限公司 一种预应力混凝土支护桩及其生产方法

Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3979186A (en) * 1974-10-25 1976-09-07 Neturen Company Ltd. Steel rod for prestressing concrete
JP2001020253A (ja) * 1999-07-07 2001-01-23 Takei Co Ltd 低水護岸ブロック、低水護岸及び低水護岸の構築方法
CN104652417A (zh) * 2015-01-23 2015-05-27 镇江建华管理咨询有限公司 一种高性能混凝土波形板桩和成型模具及其生产方法
CN104963336A (zh) * 2011-08-12 2015-10-07 朱月琴 抗震型预制混凝土实心方桩及其生产方法
CN204849734U (zh) * 2015-08-25 2015-12-09 福建中拓建材有限公司 一种预制板桩与挡水挡土用建筑结构
CN205012321U (zh) * 2015-09-29 2016-02-03 袁江 一种离心式混凝土排桩
CN207419458U (zh) * 2017-10-26 2018-05-29 江苏东浦管桩有限公司 增强型预应力混凝土耐久性预制桩
CN213143035U (zh) * 2020-08-25 2021-05-07 无锡市建筑设计研究院有限责任公司 方便与承台连接的混凝土桩
CN213856784U (zh) * 2020-10-20 2021-08-03 建华建材（莱阳）有限公司 一种波浪桩笼筋自动折弯设备
CN113818434A (zh) * 2021-09-02 2021-12-21 建华建材（中国）有限公司 一种预应力混凝土支护桩及其生产方法

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3979186A (en) * 1974-10-25 1976-09-07 Neturen Company Ltd. Steel rod for prestressing concrete
JP2001020253A (ja) * 1999-07-07 2001-01-23 Takei Co Ltd 低水護岸ブロック、低水護岸及び低水護岸の構築方法
CN104963336A (zh) * 2011-08-12 2015-10-07 朱月琴 抗震型预制混凝土实心方桩及其生产方法
CN104652417A (zh) * 2015-01-23 2015-05-27 镇江建华管理咨询有限公司 一种高性能混凝土波形板桩和成型模具及其生产方法
CN204849734U (zh) * 2015-08-25 2015-12-09 福建中拓建材有限公司 一种预制板桩与挡水挡土用建筑结构
CN205012321U (zh) * 2015-09-29 2016-02-03 袁江 一种离心式混凝土排桩
CN207419458U (zh) * 2017-10-26 2018-05-29 江苏东浦管桩有限公司 增强型预应力混凝土耐久性预制桩
CN213143035U (zh) * 2020-08-25 2021-05-07 无锡市建筑设计研究院有限责任公司 方便与承台连接的混凝土桩
CN213856784U (zh) * 2020-10-20 2021-08-03 建华建材（莱阳）有限公司 一种波浪桩笼筋自动折弯设备
CN113818434A (zh) * 2021-09-02 2021-12-21 建华建材（中国）有限公司 一种预应力混凝土支护桩及其生产方法

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116921588A (zh) * 2023-09-15 2023-10-24 天津建城基业管桩有限公司 用于预应力矩形桩的矩形骨架生产设备
CN116921588B (zh) * 2023-09-15 2023-11-17 天津建城基业管桩有限公司 用于预应力矩形桩的矩形骨架生产设备

Also Published As

Publication number Publication date
CN113818434A (zh) 2021-12-21

Similar Documents

Publication Publication Date Title
WO2023030213A1 (zh) 一种预应力混凝土支护桩及其生产方法
CN105569224B (zh) 钢管混凝土边缘约束叠合整体式剪力墙及制备和安装方法
CN211446991U (zh) 塔筒基础的中心筒、塔筒基础和塔筒
CN103758291A (zh) 一种剪力增强型半灌浆套筒
CN204097864U (zh) 一种桥梁预制空心墩柱后浇连接结构
CN205742550U (zh) 新型装配式建筑连接节点
CN218757420U (zh) 柱帽预制件
CN109016086A (zh) 预应力实心方桩排模及方桩加工方法
CN210597875U (zh) 一种交叉梁
CN101245628A (zh) 一种叠合用预制板
CN101245626A (zh) 一种叠合用预制板
CN211250710U (zh) 一种预应力高强再生混合预制桩
CN113062236A (zh) 一种护壁一体化管涵及其施工方法
CN113136946A (zh) 自支撑装配式海水海砂混凝土框架结构及施工方法
CN217399718U (zh) 一种预制波纹钢拱涵基础
CN215925956U (zh) 一种预应力混凝土支护桩
CN110405936B (zh) 一种生产预应力混凝土波形板桩的模具
KR100728265B1 (ko) 콘크리트 충전용 요철강판 원형구조물
CN216999269U (zh) 一种半装配式超高性能混凝土约束型钢混凝土墩柱
CN215253968U (zh) 预制柱连接结构
CN114718017B (zh) 装配式渡槽湿接缝钢筋锚固结构
CN219386293U (zh) 一种预制装配式复合抗浮锚杆以及抗浮承压复合桩
CN219213502U (zh) 一种预应力实心方桩模具及预应力实心方桩
CN214459575U (zh) 一种墩柱结构
CN217150331U (zh) 一种中小型基础的桩基与系梁装配式结构

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 22863349

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE