WO2020151348A1 - 预制式预应力锚杆施工方法 - Google Patents

预制式预应力锚杆施工方法 Download PDF

Info

Publication number
WO2020151348A1
WO2020151348A1 PCT/CN2019/119403 CN2019119403W WO2020151348A1 WO 2020151348 A1 WO2020151348 A1 WO 2020151348A1 CN 2019119403 W CN2019119403 W CN 2019119403W WO 2020151348 A1 WO2020151348 A1 WO 2020151348A1
Authority
WO
WIPO (PCT)
Prior art keywords
slurry
anchor
grouting
grouting pipe
construction method
Prior art date
Application number
PCT/CN2019/119403
Other languages
English (en)
French (fr)
Inventor
付文光
孙军兰
李新元
何志勇
程磊
戴锦鸿
高升坚
Original Assignee
深圳市地质环境研究院有限公司
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 深圳市地质环境研究院有限公司 filed Critical 深圳市地质环境研究院有限公司
Publication of WO2020151348A1 publication Critical patent/WO2020151348A1/zh

Links

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
    • E02D5/74—Means for anchoring structural elements or bulkheads

Definitions

  • the invention relates to the technical field of pre-stressed anchor rod construction, in particular to a prefabricated pre-stressed anchor rod construction method.
  • prestressed anchor rods can be divided into two categories: tension type and pressure type.
  • the tensile anchor rod is formed by drilling, installing anchor bars, and grouting in the stratum. It is difficult to remove impurities such as water, soil, rock cuttings and mud in the borehole, and it is easy to partially adhere to the surface of the anchor bar. Defects such as slag or mud skin, no partial grout coating, and mud inclusions in the slurry; and the slurry is diluted to varying degrees by the water in the hole and cannot be vibrated after grouting, resulting in lower actual strength of the slurry. The strength of the slurry is unstable, which leads to low and unstable bond strength between the slurry and the anchor bar, and ultimately leads to low tensile strength of the anchor bar, unstable and large dispersion, and the anchor bar is susceptible to corrosion.
  • the end of the grouting pipe exceeds the inner anchor head, and the grout flows around under the inner anchor head during grouting, and is blocked by the inner anchor head.
  • Impurities such as water, soil, rock debris and mud under the inner anchor head It is difficult to rule out clean and inclusion in the slurry, resulting in low and unstable strength of the slurry under the inner anchor head, which can easily lead to local compression damage, resulting in low and unstable anchor bearing capacity; at the same time, under the inner anchor head
  • the anchor bar is connected to the inner anchor head by the anchor clamp.
  • the full length of the anchor bar is wrapped by the isolation sleeve to form anti-corrosion protection, it is difficult to form effective anti-corrosion protection for the anchor clamp due to the poor slurry quality under the anchor head. As a result, the load-bearing capacity of the pressure-type anchor is very discrete and the corrosion resistance is not good.
  • the purpose of the present invention is to provide a prefabricated prestressed anchor rod construction method, which aims to solve the problem of poor anti-corrosion performance of the prestressed anchor rod in the prior art.
  • the construction method of a prefabricated prestressed anchor rod includes a core body and a template.
  • the core body includes a plurality of anchor bars, a slurry and a grouting pipe.
  • the construction steps are as follows:
  • Prefabricated core a plurality of the anchor ribs and the grouting pipe are relatively fixed by lashing, and one end of each anchor rib and one end of the grouting pipe are respectively placed on the template for grouting and vibrating , Forming the core; one end of the anchor bar is embedded in the slurry, the other end of the anchor bar extends in a direction away from the slurry, and one end of the grouting pipe is embedded in the slurry, so The other end of the grouting pipe extends in a direction away from the slurry;
  • a plurality of the anchor ribs are arranged at a circumferential interval along the grouting pipe.
  • the distance between adjacent anchor bars is 10-60 mm, and the diameter of the anchor bars is 12-80 mm.
  • the anchor bar includes an anchor section and a free section, the anchor section is in the slurry body, the free section is provided with an isolation sleeve, the isolation sleeve surrounds the free section, and the isolation sleeve
  • the inner end of the pipe is embedded in the slurry; when the inner end of the isolation sleeve is placed in the template, grouting and vibrating are performed to form the core; the diameter of the core is in the range of 60-150mm .
  • the range of the inner end of the isolation sleeve embedded in the slurry is 200-300 mm.
  • each of the anchor bars is arranged at a circumferential interval along the circumference of the grouting pipe.
  • the outer surface of the slurry is provided with transverse ribs, and the transverse ribs are spirally arranged on the outer surface of the slurry.
  • transverse ribs are arranged in an inclined shape.
  • the core includes a steel mesh, the steel mesh is in the grout, the steel mesh is enclosed to form an enclosed space, and a plurality of the anchor bars and the grouting pipe are all located The enclosed space; when the steel mesh is placed in the template, grouting and vibrating are performed to form the core, and the diameter of the core is in the range of 60-150mm.
  • the outer surface of the steel mesh is provided with multiple horizontal strip groups, the two horizontal strip groups are arranged symmetrically along the center of the Susou slurry; the horizontal strip group includes a horizontally arranged rod body, one end of the rod body It is fixedly arranged with the outer surface of the steel mesh, and the other end of the rod body abuts the slurry.
  • the core is prefabricated in the factory or on the construction site, and multiple anchor bars and grouting pipes are tied and relatively fixed.
  • One end of the grouting pipe and one end of the grouting pipe are respectively placed on the template for grouting and vibrating to complete the prefabrication of the core body.
  • the prepared core body is placed in the borehole, and the grouting pipe is used for grouting.
  • the core body is bonded to the soil layer; due to the prefabrication of the core body, the quality of the core body is effectively guaranteed, thereby effectively avoiding the excessive dispersion of the anchor bearing capacity, resulting in poor stability of the anchor bearing capacity; in addition, effectively ensuring the slurry It has sufficient bonding strength with the ribs, and under the action of the slurry, it protects the ribs and improves the corrosion resistance of the ribs.
  • Figure 1 is a schematic construction plan view of a prefabricated prestressed anchor construction structure provided by an embodiment of the present invention
  • Figure 2 is a schematic plan view of a prefabricated prestressed anchor construction structure provided by an embodiment of the present invention
  • Fig. 3 is a schematic sectional view of part A of the prefabricated prestressed anchor construction structure provided by the embodiment of the present invention.
  • Figure 4 is a schematic plan view of the prefabricated prestressed anchor construction structure provided by the embodiment of the present invention.
  • Fig. 5 is a schematic cross-sectional view of part B of the prefabricated prestressed anchor construction structure provided by the embodiment of the present invention.
  • the prefabricated prestressed anchor rod construction method provided by the present invention is used to solve the problem of poor anticorrosive performance of the prestressed anchor rod.
  • the construction method of prefabricated prestressed anchor rod includes a core body 10 and a template.
  • the core body 10 includes a plurality of anchor bars 11, a slurry 12 and a grouting pipe 13.
  • the construction steps are as follows:
  • Prefabricated core body 10 multiple anchor bars 11 and grouting pipe 13 are relatively fixed by lashing, and one end of each anchor bar 11 and one end of the grouting pipe 13 are placed on the template, grouting and vibrating to form the core Body 10; one end of the anchor bar 11 is embedded in the slurry 12, and the other end of the anchor bar 11 extends away from the slurry 12, one end of the grouting pipe 13 is embedded in the slurry 12, and the other end of the grouting pipe 13 faces away from the slurry 12-direction extension arrangement;
  • the core body 10 is prefabricated in the factory or on the construction site, and the multiple anchor bars 11 and the grouting pipe 13 are tied and relatively fixed.
  • One end of the grouting pipe 13 is respectively placed in the template, grouting and vibrating are performed to complete the prefabrication of the core body 10, and the prepared core body 10 is placed in the borehole, and the grouting pipe 13 is used for grouting.
  • the core body 10 is bonded to the soil layer; because the core body 10 is prefabricated and formed, the quality of the core body 10 is effectively ensured, thereby effectively avoiding excessive dispersion of the anchor bearing capacity, resulting in poor stability of the anchor bearing capacity; in addition, effective It is ensured that the slurry 12 and the tendon have sufficient bonding strength, and under the action of the slurry 12, the tendon is protected and the corrosion resistance of the tendon is improved.
  • the diameter of the borehole is greater than the diameter of the slurry 12 by more than 40 mm, which is convenient for the slurry 12 to be placed in the borehole and facilitates the installation of the anchor rod.
  • the material of the anchor bar 11 can be steel bars or steel strands, and the material of the slurry 12 can be fine stone concrete, cement mortar or cement paste; the price is low and the production speed is fast.
  • the multiple anchor bars 11 are arranged circumferentially and spaced along the grouting pipe 13; the use of multiple anchor bars 11 makes the overall anchoring effect stronger. At the same time, the multiple anchor bars 11 are arranged at intervals to make the overall anchoring force of the core 10 more uniform. In addition, the force of the slurry 12 is uniform, and the bearing capacity of the slurry 12 is provided.
  • the range of the distance between adjacent anchor bars 11 is 10-60 mm. With this arrangement, the matching effect of each anchor bar 11 is better and sufficient anchoring effect is ensured.
  • the diameter range of the anchor bar 11 is 12-80mm; the value range of the diameter of the anchor bar 11 is determined according to the design bearing capacity of each anchor bar 11, and the distance between each anchor bar 11 is 10-60mm; sufficient anchoring force is ensured.
  • the anchor bar 11 includes an anchor section and a free section.
  • the anchor section is in the slurry 12.
  • the free section is provided with an isolation sleeve 20 that surrounds the free section, and the inner end of the isolation sleeve 20 is embedded in the slurry 12; thereby enhancing isolation
  • the isolation grouting is performed to ensure the tension of the free section.
  • the inner end of the isolation sleeve 20 is embedded in the slurry 12 in a range of 200-300 mm; waste of the isolation sleeve 20 is avoided, and at the same time, the installation stability of the isolation sleeve 20 is ensured.
  • One end of the grouting pipe 13 is embedded in the middle of the slurry 12, and the anchor bars 11 are arranged at a circumferential interval along the circumference of the grouting pipe 13; this makes the structure more compact, and when grouting is carried out through the grouting pipe 13, it is convenient for the cement slurry to be uniform Surround the core 10 to ensure the bonding effect between the core 10 and the soil layer 30.
  • Each anchor bar 11 and the grouting pipe 13 are relatively fixed by lashing, and one end of each anchor bar 11 and one end of the grouting pipe 13 are respectively placed in the formwork, and grouted and vibrated to form the core 10; Manufacture to realize the prefabrication of the core 10.
  • the diameter of the core body 10 is in the range of 60-150 mm; the arrangement of each anchor bar 11 and the grouting tube 13 is ensured, and the core body 10 and the anchor rod have sufficient anti-deformation effect to improve the anchoring effect.
  • the outer surface of the slurry 12 is provided with stripes; the contact area between the slurry 12 and the soil layer 30 is enhanced, the bonding effect of the slurry 12 and the soil layer 30 is enhanced, and the anchoring effect of the core body 10 is improved.
  • the template has an inner side, and the inner side is engraved with a thread or a corrugated pipe is used as the template.
  • the surface of the slurry 12 formed by grouting and vibrating forms a transverse rib to enhance the bonding strength of the slurry 12 and the soil layer to ensure the anchor rod Support effect.
  • the corrugated pipe is used as a template and is not removed, and is placed in a drill hole.
  • the template protects the slurry 12, thereby enhancing the anti-corrosion performance of the slurry 12.
  • the length of the core 10 is in the range of 2 to 3 m, and the strength of the slurry 12 is in the range of 20 to 50 MPa; it is ensured that the slurry 12 has sufficient anchoring stability.
  • a connecting channel is formed at the bottom of the slurry 12, the connecting channel is connected to the soil layer 30, and one end of the grouting pipe 13 is connected to the connecting channel; the grouting pipe 13 is realized for grouting.
  • the outer surface of the slurry 12 is provided with transverse ribs 14, which are arranged spirally on the outer surface of the slurry 12; under the action of the transverse ribs 14, the bonding strength of the slurry 12 is enhanced, and the Anchoring effect.
  • transverse ribs 14 are arranged in an oblique shape to increase the transverse area of the transverse ribs 14 and improve the bonding strength of the slurry 12.
  • the core 10 includes a steel mesh 15 in the slurry 12, the steel mesh 15 encloses to form an enclosed space, and multiple anchor bars 11 and grouting pipes 13 are in the enclosed space; Under the action of 15, it helps to reduce the cracks of the slurry 12, thereby enhancing the anti-corrosion performance of the slurry 12 and protecting the slurry 12 from cracking.
  • the outer surface of the steel mesh 15 is provided with multiple horizontal strip groups, the two horizontal strip groups are arranged symmetrically along the center of the slurry; the horizontal strip group includes horizontally arranged rods, one end of the rod is connected to the steel mesh 15 On the outer surface of the rod, the other end of the rod body is in contact with the slurry 12; under the action of the rod body, it is convenient for the steel mesh 15 to be centered, which facilitates the installation of the steel mesh 15 and ensures the anti-cracking protection effect of the steel mesh 15.
  • One end of the rod is arranged in a movable connection with the outer surface of the steel mesh 15. After the steel mesh 15 is placed on the slurry 12, the rod is swung so that the other end of the rod conflicts with the slurry 12. At this time, the rod is arranged horizontally so that The steel mesh 15 and the slurry 12 are relatively fixed, so as to avoid the deviation of the steel mesh 15 during grouting, which affects the anti-cracking protection effect of the steel mesh 15.
  • the template can be used as a protective cover for the core 10 without being removed, thereby enhancing the anti-corrosion performance of the core 10.
  • the material of the slurry 12 can be fine stone concrete or mortar, thereby enhancing the bonding strength of the anchor bar and the slurry and enhancing the anti-corrosion performance.

Abstract

本发明涉及预应力锚杆施工的技术领域，公开了预制式预应力锚杆施工方法，包括芯体以及模板，芯体包括多条锚筋、浆体及注浆管，施工步骤如下：（1）、预制芯体：多条锚筋和注浆管呈绑扎相对固定，各个锚筋的一端和注浆管的一端分别置于模板，进行灌浆，振捣，形成芯体；（2）、形成钻孔，钻孔的直径大于浆体的直径；（3）、将芯体下放至钻孔，直至钻孔的底部；（4）、通过注浆管进行注浆，实现锚杆在地层的锚固。芯体预制形成，有效保证芯体的形成质量，从而避免锚杆承载力的离散性过大，导致锚杆承载力的稳定性差，提高整体承载力；另外，有效保证浆体与筋体具有足够的粘结强度，在浆体的作用下，对筋体起到保护作用，提高筋体的耐腐蚀性。

Description

预制式预应力锚杆施工方法 技术领域
本发明涉及预应力锚杆施工的技术领域，特别涉及预制式预应力锚杆施工方法。
 背景技术
在国内外土木建设工程领域，以预应力锚杆为核心的岩土锚固技术应用十分广泛，大量应用于边坡治理、基坑支护、地下结构抗浮、隧道及地下洞室加固、地灾治理等工程；按结构原理，预应力锚杆可分为拉力型以及压力型两大类。
 技术问题
目前，在地层中钻孔、安装锚筋、注浆而形成拉力型锚杆，由于钻孔内积水、泥土、岩屑及泥浆等杂质很难排除干净，很容易在锚筋表面局部附着泥渣或泥皮、局部无浆液包裹，以及浆体中夹杂泥块等缺陷；并且，浆体被孔内积水在不同程度上稀释、注浆后无法振捣，导致浆体实际强度较低、浆体强度不稳定，从而导致浆体与锚筋的粘结强度较低且不稳定，最终导致锚筋抗拉脱承载力较低且不稳定、离散性较大，锚筋易受腐蚀。
压力型锚杆，注浆管端头超过内锚头，注浆时浆液绕流至内锚头下，受内锚头阻隔作用，内锚头下的积水、泥土、岩屑及泥浆等杂质很难排除干净而夹杂在浆液中，造成内锚头下浆体强度偏低且不稳定，容易导致局部受压破坏，从而导致锚杆承载力偏低且不稳定；同时，在内锚头下，锚筋通过锚夹具连接在内锚头上，尽管锚筋全长被隔离套管包裹形成了防腐保护，但由于锚头下浆体质量较差，很难对锚夹具形成有效的防腐保护，导致压力型锚杆的承载力离散性很大且防腐性能不好。
 技术解决方案
本发明的目的在于提供预制式预应力锚杆施工方法，旨在解决现有技术中预应力锚杆的防腐性能不佳的问题。
本发明是这样实现的，预制式预应力锚杆施工方法，包括芯体以及模板，所述芯体包括多条锚筋、浆体及注浆管，施工步骤如下：
（1）、预制芯体：多条所述锚筋和所述注浆管呈绑扎相对固定，各个锚筋的一端和所述注浆管的一端分别置于所述模板，进行灌浆，振捣，形成所述芯体；所述锚筋的一端嵌入所述浆体，所述锚筋的另一端朝背离所述浆体方向延伸布置，所述注浆管的一端嵌入所述浆体，所述注浆管的另一端朝背离所述浆体方向延伸布置；
（2）、采用钻孔机进行下钻形成钻孔，所述钻孔的直径大于浆体的直径；
（3）、将所述芯体下方至所述钻孔，直至所述钻孔的底部；
（4）、通过所述注浆管进行注浆，实现锚杆的锚固在地层。
进一步的，多条所述锚筋沿所述注浆管呈圆周环绕间隔布置。
进一步的，相邻所述锚筋的间距范围为10-60mm，所述锚筋的直径范围为12-80mm。
进一步的，所述锚筋包括锚固段及自由段，所述锚固段处于所述浆体内，所述自由段设有隔离套管，所述隔离套管环绕包围所述自由段，所述隔离套管的内端嵌入所述浆体；所述隔离套管的内端置于所述模板内时，才进行灌浆，振捣，形成所述芯体；所述芯体的直径范围为60-150mm。
进一步的，所述隔离套管的内端嵌入所述浆体的范围为200-300mm。
进一步的，所述注浆管的一端嵌入所述浆体的中部，各个所述锚筋沿所述注浆管的圆周呈环绕间隔布置。
进一步的，所述浆体的外表面设有横肋，所述横肋呈螺旋状环绕布置在所述浆体的外表面。
进一步的，所述横肋呈倾斜状布置。
进一步的，所述芯体包括钢筋网片，所述钢筋网片处于所述浆体内，所述钢筋网片围合形成围合空间，多条所述锚筋以及所述注浆管均处于所述围合空间；所述钢筋网片置于所述模板内时，才进行灌浆，振捣，形成所述芯体，所述芯体的直径范围为60-150mm。
进一步的，所述钢筋网片的外表面设有多组水平条组，两组水平条组沿苏搜浆体的中心呈对称布置；水平条组包括呈水平布置的杆体，所述杆体的一端与所述钢筋网片的外表面呈固定布置，所述杆体的另一端抵触所述浆体。
 有益效果
与现有技术相比，本发明提供的预制式预应力锚杆施工方法，芯体在工厂或工地现场进行芯体的预制，将多条锚筋和注浆管呈绑扎相对固定，各个锚筋的一端和所述注浆管的一端分别置于所述模板，进行灌浆，振捣，完成芯体的预制，将制作好的芯体置于钻孔内，利用注浆管进行注浆，使芯体与土层粘结；由于芯体预制形成，有效保证芯体的形成质量，从而有效避免锚杆承载力的离散性过大，导致锚杆承载力的稳定性差；另外，有效保证浆体与筋体具有足够的粘结强度，并且，在浆体的作用下，对筋体起到保护作用，提高筋体的耐腐蚀性。
 附图说明
图1是本实用新型实施例提供的预制式预应力锚杆施工结构的施工平面示意图；
图2是本实用新型实施例提供的预制式预应力锚杆施工结构的平面示意图；
图3是本实用新型实施例提供的预制式预应力锚杆施工结构的A部剖面示意图；
图4是本实用新型实施例提供的预制式预应力锚杆施工结构的平面示意图；
图5是本实用新型实施例提供的预制式预应力锚杆施工结构的B部剖面示意图。
 本发明的最佳实施方式
为了使本发明的目的、技术方案及优点更加清楚明白，以下结合附图及实施例，对本发明进行进一步详细说明。应当理解，此处所描述的具体实施例仅仅用以解释本发明，并不用于限定本发明。
本实施例的附图中相同或相似的标号对应相同或相似的部件；在本发明的描述中，需要理解的是，若有术语“上”、“下”、“左”、“右”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，因此附图中描述位置关系的用语仅用于示例性说明，不能理解为对本专利的限制，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的具体含义。
以下结合具体实施例对本发明的实现进行详细的描述。
参照图1-5所示，为本发明提供较佳实施例。
本发明提供的预制式预应力锚杆施工方法，用于解决预应力锚杆的防腐性能不佳的问题。
预制式预应力锚杆施工方法，包括芯体10以及模板，芯体10包括多条锚筋11、浆体12及注浆管13，施工步骤如下：
（1）、预制芯体10：多条锚筋11和注浆管13呈绑扎相对固定，各个锚筋11的一端和注浆管13的一端分别置于模板，进行灌浆，振捣，形成芯体10；锚筋11的一端嵌入浆体12，锚筋11的另一端朝背离浆体12方向延伸布置，注浆管13的一端嵌入浆体12，注浆管13的另一端朝背离浆体12方向延伸布置；
（2）、采用钻孔机进行下钻形成钻孔，钻孔的直径大于浆体12的直径；
（3）、将芯体10下放至钻孔，直至钻孔的底部；
（4）、通过注浆管13进行注浆，实现锚杆的锚固在地层。
上述的预制式预应力锚杆施工方法，芯体10在工厂或工地现场进行芯体10的预制，将多条锚筋11和注浆管13呈绑扎相对固定，各个锚筋11的一端和所述注浆管13的一端分别置于所述模板，进行灌浆，振捣，完成芯体10的预制，将制作好的芯体10置于钻孔内，利用注浆管13进行注浆，使芯体10与土层粘结；由于芯体10预制形成，有效保证芯体10的形成质量，从而有效避免锚杆承载力的离散性过大，导致锚杆承载力的稳定性差；另外，有效保证浆体12与筋体具有足够的粘结强度，并且，在浆体12的作用下，对筋体起到保护作用，提高筋体的耐腐蚀性。
钻孔的直径大于浆体12的直径40mm以上，便于浆体12置于钻孔，便于锚杆的安设。
锚筋11材料可为钢筋或钢绞线，浆体12材料可为细石混凝土、水泥砂浆或水泥净浆；价格低廉，且制作速度快。
多条锚筋11沿注浆管13呈圆周环绕间隔布置；采用多条锚筋11使整体的锚固效果更强，同时，多条锚筋11间隔布置使芯体10的整体锚固力更加均匀，且浆体12的受力均匀，提供浆体12的承受力。
相邻锚筋11的间距范围为10-60mm，这样设置，各个锚筋11的配合效果更佳，保证足够的锚固效果。
锚筋11的直径范围为12-80mm；锚筋11的直径的取值范围根据各个锚筋11的设计承载力而确定，各个锚筋11的距离为10~60mm；保证具有足够的锚固力。
锚筋11包括锚固段及自由段，锚固段处于浆体12，自由段设有隔离套管20，隔离套管20环绕包围自由段，隔离套管20的内端嵌入浆体12；从而增强隔离套管20的安设稳固性，并且，保证隔离套管20全面保护自由段，增强自由段的防腐性能，提高锚筋11的使用寿命。
另外，当注浆延伸至自由段时，在隔离套管20的作用下，起到隔离注浆，保证自由段的张拉。
隔离套管20的内端嵌入浆体12的范围为200-300mm；避免隔离套管20的浪费，同时，保证隔离套管20的安设稳固性。
注浆管13的一端嵌入浆体12的中部，各个锚筋11沿注浆管13的圆周呈环绕间隔布置；使结构更紧凑，并且，通过注浆管13进行注浆时，便于水泥浆均匀包围芯体10，保证芯体10与土层30的粘结效果。
各个锚筋11和注浆管13呈绑扎相对固定，各个锚筋11的一端和注浆管13的一端分别置于模板件内，进行灌浆，振捣，形成芯体10；便于芯体10的制成，实现芯体10预制。
芯体10的直径范围为60-150mm；保证各个锚筋11和注浆管13的设置，且保证芯体10与锚杆配合具有足够的抗变形效果，提高锚固效果。
再者，浆体12的外表面设有条纹；增强浆体12与土层30的接触面积，增强浆体12与土层30粘结效果，提高芯体10的锚固效果。
模板具有内侧，在内侧上刻上丝扣或采用波纹管作为模板，这样，灌浆，振捣形成的浆体12表面形成横肋，增强浆体12与土层的粘结强度，保证锚杆的支护效果。
采用波纹管作为模板且不拆除，置于钻孔，模板对浆体12起到保护作用，从而增强浆体12的防腐性能。
芯体10的长度范围为2~3m，浆体12的强度范围为20~50MPa；保证浆体12具有足够的锚固稳固性。
浆体12的底部形成有连接通道，连接通道连通土层30，注浆管13的一端与连接通道连通；实现注浆管13进行注浆。
浆体12的外表面设有横肋14，横肋14呈螺旋状环绕布置在浆体12的外表面；在横肋14的作用下，增强浆体12的粘结强度，增强浆体12的锚固效果。
再者，横肋14呈倾斜状布置，增大横肋14的横向面积，提高浆体12的粘结强度。
另外，在横肋14的作用下，锚杆进行支护时，增强锚杆与地层的锚固效果，从而提高锚杆的锚固能力。
芯体10包括钢筋网片15，钢筋网片15处于浆体12内，钢筋网片15围合形成围合空间，多条锚筋11以及注浆管13均处于围合空间；在钢筋网片15的作用下，有助于减小浆体12产生裂缝，从而增强浆体12的防腐性能，对浆体12起到抗裂保护。
钢筋网片15置于模板后，才进行灌浆，振捣，保证钢筋网片15的安设位置准确，从而保证芯体的质量。
再者，钢筋网片15的外表面设有多组水平条组，两组水平条组沿浆体的中心呈对称布置；水平条组包括呈水平布置的杆体，杆体的一端连接钢筋网片15的外表面，杆体的另一端抵触浆体12；在杆体的作用下，便于钢筋网片15对中，便于钢筋网片15的安设，并且保证钢筋网片15的抗裂保护效果。
杆体的一端与钢筋网片15的外表面呈活动连接布置，钢筋网片15置于浆体12后，摆动杆体，使杆体的另一端与浆体12抵触，此时，杆体呈水平布置，使钢筋网片15与浆体12呈相对固定，避免注浆时，钢筋网片15造成偏移，影响钢筋网片15的抗裂保护效果。
另外，模板可不拆除，作为芯体10的防护套，从而增强芯体10的防腐性能。
浆体12的材料可采用细石混凝土或砂浆，从而增强锚筋与浆体的粘结强度及增强防腐性能。
以上所述仅为本发明的较佳实施例而已，并不用以限制本发明，凡在本发明的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本发明的保护范围之内。

Claims (10)

  1. 预制式预应力锚杆施工方法，其特征在于，包括芯体以及模板，所述芯体包括多条锚筋、浆体及注浆管，施工步骤如下：
    （1）、预制芯体：多条所述锚筋和所述注浆管呈绑扎相对固定，各个锚筋的一端和所述注浆管的一端分别置于所述模板，进行灌浆，振捣，形成所述芯体；所述锚筋的一端嵌入所述浆体，所述锚筋的另一端朝背离所述浆体方向延伸布置，所述注浆管的一端嵌入所述浆体，所述注浆管的另一端朝背离所述浆体方向延伸布置；
    （2）、采用钻机进行下钻形成钻孔，所述钻孔的直径大于浆体的直径；
    （3）、将所述芯体下放至所述钻孔，直至所述钻孔的底部；
    （4）、通过所述注浆管进行注浆，实现锚杆在地层的锚固。
  2. 如权利要求1所述的预制式预应力锚杆施工方法，其特征在于，多条所述锚筋沿所述注浆管呈圆周环绕间隔布置。
  3. 如权利要求2所述的预制式预应力锚杆施工方法，其特征在于，相邻所述锚筋的间距范围为10-60mm，所述锚筋的直径范围为12-80mm。
  4. 如权利要求1-3任意一项所述的预制式预应力锚杆施工方法，其特征在于，所述锚筋包括锚固段及自由段，所述锚固段处于所述浆体内，所述自由段设有隔离套管，所述隔离套管环绕包围所述自由段，所述隔离套管的内端嵌入所述浆体；所述隔离套管的内端置于所述模板内时，才进行灌浆，振捣，形成所述芯体。
  5. 如权利要求4所述的预制式预应力锚杆施工方法，其特征在于，所述隔离套管的内端嵌入所述浆体的范围为200-300mm。
  6. 如权利要求1-3任意一项所述的预制式预应力锚杆施工方法，其特征在于，所述注浆管的一端嵌入所述浆体的中部，各个所述锚筋沿所述注浆管的圆周呈环绕间隔布置。
  7. 如权利要求1-3任意一项所述的预制式预应力锚杆施工方法，其特征在于，所述浆体的外表面设有横肋，所述横肋呈螺旋状环绕布置在所述浆体的外表面。
  8. 如权利要求7所述的预制式预应力锚杆施工方法，其特征在于，所述横肋呈倾斜状布置。
  9. 如权利要求1-3任意一项所述的预制式预应力锚杆施工方法，其特征在于，所述芯体包括钢筋网片，所述钢筋网片处于所述浆体内，所述钢筋网片围合形成围合空间，多条所述锚筋以及所述注浆管均处于所述围合空间；所述钢筋网片置于所述模板内时，才进行灌浆，振捣，形成所述芯体，所述芯体的直径范围为60-150mm。
  10. 如权利要求9所述的预制式预应力锚杆施工方法，其特征在于，所述钢筋网片的外表面设有多组水平条组，两组水平条组沿苏搜浆体的中心呈对称布置；水平条组包括呈水平布置的杆体，所述杆体的一端与所述钢筋网片的外表面呈固定布置，所述杆体的另一端抵触所述浆体。
PCT/CN2019/119403 2019-01-24 2019-11-19 预制式预应力锚杆施工方法 WO2020151348A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201910069902.3 2019-01-24
CN201910069902.3A CN109778850A (zh) 2019-01-24 2019-01-24 预制式预应力锚杆施工方法

Publications (1)

Publication Number Publication Date
WO2020151348A1 true WO2020151348A1 (zh) 2020-07-30

Family

ID=66502269

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2019/119403 WO2020151348A1 (zh) 2019-01-24 2019-11-19 预制式预应力锚杆施工方法

Country Status (2)

Country Link
CN (1) CN109778850A (zh)
WO (1) WO2020151348A1 (zh)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN209837018U (zh) * 2019-01-24 2019-12-24 深圳市地质环境研究院有限公司 预制式预应力锚杆施工结构
CN109778850A (zh) * 2019-01-24 2019-05-21 深圳市工勘岩土技术有限公司 预制式预应力锚杆施工方法
CN113356195A (zh) * 2021-06-18 2021-09-07 黄伟志 一种预制预应力混凝土中空锚杆及其施工方法

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH05272298A (ja) * 1992-03-24 1993-10-19 Kensetsu Kiso Eng Co Ltd 防錆ロックボルト及びその打設方法
US20110070034A1 (en) * 2008-03-18 2011-03-24 Frank Schmidt Corrosion-protected, self-drilling anchor and anchor subunit and method for the production thereof
CN204356769U (zh) * 2014-12-25 2015-05-27 山东八闽建筑工程有限公司 预制混凝土支护锚索桩
CN105625421A (zh) * 2016-01-04 2016-06-01 青岛理工大学 一种非金属抗浮锚杆外锚固装置
CN205329689U (zh) * 2016-01-12 2016-06-22 周同和 一种下部扩大段压力型复合锚杆
CN107059865A (zh) * 2017-06-14 2017-08-18 张智猷 预制高强芯体、压力型锚杆及其施工方法
CN206928285U (zh) * 2017-06-14 2018-01-26 张智猷 预制高强芯体及压力型锚杆
CN109778850A (zh) * 2019-01-24 2019-05-21 深圳市工勘岩土技术有限公司 预制式预应力锚杆施工方法

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH05272298A (ja) * 1992-03-24 1993-10-19 Kensetsu Kiso Eng Co Ltd 防錆ロックボルト及びその打設方法
US20110070034A1 (en) * 2008-03-18 2011-03-24 Frank Schmidt Corrosion-protected, self-drilling anchor and anchor subunit and method for the production thereof
CN204356769U (zh) * 2014-12-25 2015-05-27 山东八闽建筑工程有限公司 预制混凝土支护锚索桩
CN105625421A (zh) * 2016-01-04 2016-06-01 青岛理工大学 一种非金属抗浮锚杆外锚固装置
CN205329689U (zh) * 2016-01-12 2016-06-22 周同和 一种下部扩大段压力型复合锚杆
CN107059865A (zh) * 2017-06-14 2017-08-18 张智猷 预制高强芯体、压力型锚杆及其施工方法
CN206928285U (zh) * 2017-06-14 2018-01-26 张智猷 预制高强芯体及压力型锚杆
CN109778850A (zh) * 2019-01-24 2019-05-21 深圳市工勘岩土技术有限公司 预制式预应力锚杆施工方法

Also Published As

Publication number Publication date
CN109778850A (zh) 2019-05-21

Similar Documents

Publication Publication Date Title
CN209837018U (zh) 预制式预应力锚杆施工结构
WO2020151348A1 (zh) 预制式预应力锚杆施工方法
CN108104121B (zh) 用于提高压力型锚索水泥灌浆体抗压强度的结构及方法
WO2016058275A1 (zh) 一种内壁带螺旋复合加强环的地下钢混结构管道及其制作方法
CN103510540B (zh) 浆砌片石挡土墙加固施工方法及其结构
CN102808414B (zh) 灌注混凝土结构物有粘结后张预应力锚固施工方法
WO2024001680A1 (zh) 一种防水抗拔桩及施工方法
CN102808422A (zh) 灌注钢筋混凝土结构有粘结后张预应力工法
CN113006060A (zh) 精轧螺纹钢预应力抗浮锚杆及其施工方法
CN111894045A (zh) 地下室底板抗浮锚固构造及抗浮锚固施工方法
CN106193644B (zh) 带筏板基础建筑物的地下室改造结构
CN105714819A (zh) 一种新型预应力锚索外锚头多重防护装置及其固定方法
CN113123373A (zh) 后插无粘结钢绞线u型管承压型抗拔桩及其施工方法
CN111877369A (zh) 边坡支护加固的施工方法
CN112647497B (zh) 孔内预应力支承构件、预应力锚杆及施工方法
CN212582757U (zh) 地下室底板抗浮锚固构造
CN210827460U (zh) 一种用于边坡排水加固的排水锚钉及排水系统
CN211773818U (zh) 预应力混凝土环形基础及其体外预应力筋结构
CN114277786A (zh) 高强混凝土承载体、压力型抗浮桩及构建方法
CN211472481U (zh) 一种组合增强型抗拔锚杆装置
CN112982395A (zh) 一种劲性复合桩身锚杆装置及施工工艺
CN105442594A (zh) 内置压浆管预应力空心方桩扩孔压浆施工工艺
CN113322982A (zh) 一种用于堆积层滑坡治理的方法
CN218562314U (zh) 一种兼顾抗浮与抗压的注浆钢管桩
CN110173004A (zh) 用于建筑物抗浮的高压旋喷锚索结构及其施工方法

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: 19911087

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 19911087

Country of ref document: EP

Kind code of ref document: A1

122 Ep: pct application non-entry in european phase

Ref document number: 19911087

Country of ref document: EP

Kind code of ref document: A1