WO2022011913A1 - 一种预应力无粘结锚杆钢筋、锚杆及施工工法 - Google Patents

一种预应力无粘结锚杆钢筋、锚杆及施工工法 Download PDF

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Publication number
WO2022011913A1
WO2022011913A1 PCT/CN2020/130210 CN2020130210W WO2022011913A1 WO 2022011913 A1 WO2022011913 A1 WO 2022011913A1 CN 2020130210 W CN2020130210 W CN 2020130210W WO 2022011913 A1 WO2022011913 A1 WO 2022011913A1
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Prior art keywords
steel
anchor
prestressed
anchor rod
bar
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PCT/CN2020/130210
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English (en)
French (fr)
Inventor
王林
陶刚
王军
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江苏景源万河环境科技有限公司
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Publication of WO2022011913A1 publication Critical patent/WO2022011913A1/zh

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    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0013—Protection against corrosion
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts

Definitions

  • the present application relates to a new type of prestressed anchor rod, in particular to an anti-floating and tensile anchor rod with pre-tensioned or post-tensioned prestressed anchor rod and its construction method.
  • Anti-floating and tensile steel anchors made of pre-tensioned or post-tensioned anti-floating and tensile unbonded steel bars and application technology, and combined with various anchor heads such as straight-through or enlarged heads to form a post-tensioned pre-stressed anchor system,
  • the invention overcomes the anti-floating deformation and the rod body can be elastically deformed in the free section, and relates to an anchor rod system and even a compression-resistant pile system that overcomes the anti-floating straight-through or expands the headband to apply prestress.
  • the straight-through or enlarged head prestressed bolt technology is a new type of underground engineering application technology, which is in line with the spirit of "energy saving, emission reduction and green development" advocated by the state. Compared with the general traditional process, it is more economical and environmentally friendly in solving the anti-floating of the basement, foundation pit support, etc. At the same time, it also has great advantages in terms of cost, construction period and durability. With the popularization of the expanded body prestressed bolt technology, more and more projects use the expanded body prestressed bolt technology for basement anti-floating, foundation pit support and so on.
  • the tensile force of prestressed anchors is much greater than that of ordinary anchors, and the deformation and displacement of ordinary anchors are larger, so the displacement control is higher than that of traditional pile foundations. Therefore, how to better The control of the deformation of the bolt is a direction for the improvement of the expansion bolt technology.
  • the deformation of the prestressed anchor rod includes the elastic deformation of the free section of the rod body and the creep deformation of the soil body of the anchored section of the enlarged head. Corresponding products and construction methods are required. Body anchor prestressing method.
  • the prestressed drill anchor grouting anchor cable includes a hollow grouting anchor cable equipped with a sleeve, a sleeve, a lock, a washer and a tray; the front end of the sleeve is provided with There is a drill bit, and there are anchor holes and threads on the sleeve.
  • the hollow grouting anchor cable drives the sleeve to drill holes.
  • the hollow grouting anchor cable When reversed, the hollow grouting anchor cable is pushed inward through the thread, and the metal nail at the front end of the sleeve pierces the anchoring agent package inside the sleeve, and the anchoring agent is mixed and passed through the sleeve.
  • the anchoring hole is discharged, filling the gap between the sleeve and the borehole wall, which plays an anchoring role.
  • the one-time drilling, anchoring and injection support for loose coal and rock is realized, which not only solves the problem that the loose coal rock is stuck and the hole is stuck and the anchor cable is not easy to enter.
  • CN201710363883 A construction method for overcoming the deformation of anti-floating fixed diameter anchor head or enlarged head anchor rod system is the applicant's previous application.
  • the tie rod of the rod is connected with the fixed diameter anchor head or the expansion head.
  • the expansion mechanism will expand the expansion head to the design size, and then high-pressure grouting or pouring concrete will form piles in the expanded body section and the entire free section;
  • the tie rod in the anchor rod adopts energy Apply prestressed threaded steel bars; bind the spiral stirrups and the base plate steel bars on the base to avoid collision with the prestressed steel bars during the binding process; finally, the formwork is poured into the foundation concrete base plate.
  • Expanding head bolt technology is a new type of underground engineering application technology, which is in line with the spirit of "energy saving, emission reduction and green development" advocated by the state. Compared with the general traditional process, it is more economical and environmentally friendly in terms of anti-floating and foundation pit support in the basement. At the same time, it also has great advantages in terms of construction period and durability. With the popularization of expanded body bolt technology, more and more projects use expanded body bolt technology for basement anti-floating, foundation pit support, etc.
  • the tensile force of the bolt is much larger than that of the ordinary bolt, and the scale of its deformation and displacement is large, so it is larger than the traditional pile foundation in terms of displacement control, so how to better control the deformation of the bolt , is a direction for the improvement of the expansion bolt technology.
  • the maximum deformation of the anchor rod is 81.6mm and the residual deformation is about 31.3mm under the action of the ultimate pull-out force, so the actual elastic deformation that occurs is 50.3mm. It can be seen that the elastic deformation of the bolt accounts for more than 50% of the maximum deformation of the bolt.
  • the plastic deformation and residual deformation of the compressed soil in the expansion section of the bolt are related to the end pressure of the expansion section and the properties of the soil layer, and have nothing to do with the number of steel bars used in the rod body.
  • the elastic deformation of the free section of the anchor rod is controlled.
  • the elastic deformation of the rod body that is, the elastic deformation of the steel bar is mainly controlled by the cross-sectional area of the steel bar, the elastic modulus of the steel bar and the length of the rod body.
  • the total length of the anchor is 13m (the ordinary section of the anchor is 10.0m in length and 200mm in diameter; the expanded section has a diameter of 750mm and a length of 3.0m) and the anchor with a pull-out characteristic value of 500KN is used as an example.
  • the calculation table of theoretical elastic displacement of uplift anchor is as follows:
  • the maximum deformation of the anchor rod is 81.6mm and the residual deformation is about 31.3mm under the action of the ultimate pull-out force, so the actual elastic deformation that occurs is 50.3mm. It can be seen that the elastic deformation of the anchor rod accounts for more than 50% of the maximum deformation of the expansion head anchor rod.
  • the main method at this stage is to apply prestressing method to solve the elastic deformation of the free section of the anchor through the post-tensioning method.
  • the main disadvantage of this deformation control method is that the prestress needs to be applied after the base plate construction is completed and the design strength is reached, which will greatly delay the construction period.
  • the degree of damage will have an adverse effect on the waterproofing of the basement, and at the same time, the foundation pit precipitation will be longer and the relative cost will increase more.
  • the method for controlling the deformation of the free section of the expanded body anchor of the pressure-bearing type straight-through or variable-diameter steel cage is unsolved.
  • CN2017103638836 A prefabricated prestressed anchor rod member and construction method
  • CN2017103638836 A construction method to overcome the deformation of the anti-floating fixed diameter anchor head or enlarged head anchor rod system, but the prestressed anchor rod member is still improved place. That is to say, the pre-tensioned or post-tensioned prestressed anti-floating and tensile steel anchor rod components are mainly made of unbonded finishing steel bars as the main reinforcement of the anchor rod.
  • the purpose of the present application is to propose a pre-tensioned or post-tensioned prestressed anti-floating and tensile anchor steel bar, an anchor rod and a construction method. That is to say, the prepared anti-floating and tensile steel anchors can be prefabricated and prestressed by post-tensioning method and application technology, and various anchor heads such as straight through or enlarged heads can be combined to form a prestressed anchor system to overcome the anti-floating deformation.
  • the rod body can be elastically deformed in the free section, and through a new method, prestressing is applied after the rod is prepared, and the finished product of the prestressed anchor rod is obtained for application, so as to not only achieve the control of the pressure-bearing straight-through or variable-diameter steel cage expansion body,
  • it also provides a method for reducing the creep deformation of the soil under the working state of the prestressed bolt.
  • a pre-tensioned or post-tensioned prestressed anti-floating and tension-resistant anchor bar includes main reinforcement reinforcement (including main reinforcement reinforcement or main reinforcement reinforcement connection structure in which the main reinforcement reinforcement is connected through a connecting nut) as a basic load-bearing structure , the main reinforcement bars are fine-rolled unbonded steel bars or ordinary steel or other load-bearing materials.
  • the surface of the main reinforcement bars is provided with an anti-corrosion grease layer, and the anti-corrosion grease layer is provided with a plastic film sleeve or a casing of other materials; Coated with anti-corrosion grease layer, coated with anti-corrosion grease layer without adhesive rib, brushed polyethylene or polypropylene plastic film through a plastic extruder, and then molded a plastic sleeve (pipe) through a cooling cylinder; outside the plastic sleeve, use concrete or cement mortar , cement slurry or other curable materials are wrapped and solidified; prestressed and applied to the main reinforcement bars (prestressed after the fixation is completed) to form prestressed anchor rods; the main reinforcement bars are locked with nuts, and tensioned steel bars are pre-stressed. After stressing, the prestressed bolt members are formed.
  • the prestressed unbonded anchor bar can be prepared as an ordinary prestressed anchor bar with equal diameter; it can also be prepared as a grouting body or concrete whose lower end connection structure is an enlarged head; the grouting body or concrete of the enlarged head can be Preparation of steel skeleton or bag, the steel skeleton includes single or several steel bars, steel cages of common structure, variable-diameter steel cages; steel cages of common structures and variable-diameter steel cages are connected to steel cages at the lower end of anti-floating and tensile anchor rod steel bars or The main reinforcement of the variable diameter reinforcement cage is connected by a single or several reinforcement bars; a single or several reinforcement bars or reinforcement cages can be arranged in the center of the bag.
  • Prestressed unbonded anchor bars can be prepared as precast concrete columns.
  • Main reinforcement reinforcement The main reinforcement reinforcement structure in which the segmented reinforcement is connected by connecting nuts.
  • the end of the main reinforcement bar is provided with an enlarged head frame, and the enlarged head frame includes steel bars, reinforcement cages or variable-diameter reinforcement cages that can expand the diameter;
  • One of the curable materials is wrapped and solidified into an anchor rod and an enlarged head;
  • the anchor rod is one of concrete or cement mortar, cement slurry or other curable materials wrapped under the condition of applied stress and coagulated and solidified.
  • the end of the main reinforcement bar is provided with a reinforcement cage or a (variable diameter) reinforcement cage that can expand the diameter; the main reinforcement reinforcement and the reinforcement cage are wrapped with concrete or cement mortar, cement slurry or other curable materials and solidified into anchors.
  • the main reinforcement is steel bar, and the reinforcement material is configured.
  • the reinforcement material includes reinforcement cage, stirrup, steel sleeve, wire mesh cage, bearing plate, bearing flange nut;
  • the reinforcement and reinforcement materials are configured to condense and solidify together to form an anchor rod member.
  • the anti-floating and tensile stress of the steel bars are fully reflected by the main steel bars of the prestressed anti-floating and tensile steel anchors applied afterward.
  • the anti-corrosion grease layer is anti-corrosion grease or anti-corrosion asphalt or polymer material.
  • the said unbonded steel bar, the main reinforcement bar of the anchor rod and the grouting body of the enlarged head or the main reinforcement of the reinforcement cage in the concrete are the unbonded anchor rod reinforcement bars which are connected with the main reinforcement of the anchor rod, and can apply post-tensioning prestress; All or part of the adhesive can be provided according to design and specification requirements.
  • the unbonded anchor bar and unbonded anchor rod can be prepared as ordinary prestressed anchor rods with non-expanded first diameter and one or more unbonded steel bars, bearing plates, anchoring devices, etc.
  • the main steel bar of the anchor rod is an unbonded anchor rod steel bar that is connected as a whole, which can apply post-tensioning prestress; it can also be set up with all or part of the bond according to the requirements of the design and specification.
  • the nut connector is used to connect the anchor rod in a later connection method.
  • the front end of the main reinforcement bar of the anchor rod member is provided with a device for connecting or connecting with a variable diameter reinforcement cage, a fixed diameter reinforcement cage, a bag or other anchor heads to form a prefabricated prestressed anchor rod system.
  • the assembled bolt assembly constitutes an engineering piece that is practically compressive and tensile (mainly tensile, and the effect is better).
  • the extension bolt is the bolt that can be connected into an elongated rod and finally become an assembly.
  • a prestressed anchor rod with a non-expanded head, that is, an equal diameter, the prestressed anchor rod includes the preparation of one or more unbonded steel bars, a bearing plate, and an anchoring device.
  • the unbonded anchor bar can apply post-tensioning prestress.
  • One way is to pour concrete on the prestressed steel bars while applying the prestress, and then the concrete is solidified;
  • the concrete and the bolt are closely bonded, that is, there is a bonded bolt;
  • the application can use a prefabricated pipe column to form a prestressed structure of a hollow bolt, which is convenient for factory production, and the weight is controllable and the transportation cost is reduced. Not high, the quality and standard of prestressing are easier to control and grasp in the factory.
  • the unbonded steel bar anchor of the present application or the above-mentioned finished pipe column can be referred to as a hollow bolt column), which is the outer casing column of the bolt steel bar, and use the anchor bar steel bar to pass through the finished pipe string of the present application, and use the finished pipe column.
  • a bearing plate also called an anchor plate, etc.
  • the steel bar can be a single fine-rolled anchor bar, or several anchor bars.
  • the bearing plate must be porous and multiple bars. Prestressing device; in general, the post-application process needs to be carried out during the construction process, which is more troublesome in engineering, and the equipment has to be pulled to the site.
  • the present application is an anti-floating and tensile composite anchor rod assembly (divided into bonded and unbonded anchor rods) and has a corresponding construction method.
  • unbonded steel bars can also be used as anchor steel bars in the finished pipe strings; the concrete and the steel bars in the anchor rods are unbonded, and the steel bars in the anchor rods are in the pipe string.
  • it can be stretched or slid in the plastic film sleeve without affecting the post-tensioning method, that is, applying prestressing on the construction site, applying prestressing to the steel bar and tightening the nut at the same time.
  • the unbonded steel anchor rod can also be matched with the hollow anchor rod pipe column of the application, and can be matched with pre-tensioned or post-tensioned prestressed anti-floating and tensile unbonded anchor rod steel bars, pre-tensioned prestressed anti-floating and tensile steel anchor rods
  • the rods can be connected to rated lengths and can be connected to enlarged head reinforcement cages of variable diameters, constituting a practical engineering system of the present application.
  • the main force-bearing parts of the anchor rod use the main reinforcement bars (including the main reinforcement reinforcement bars or the main reinforcement reinforcement reinforcement structure connecting the main reinforcement reinforcement bars through the connecting nut) as the basic bearing structure.
  • the unbonded anchor bar can also have the following structure: the surface of the main bar is provided with an anti-corrosion grease layer, and the anti-corrosion grease layer is provided with a plastic film sleeve;
  • the bonding rib is coated with polyethylene or polypropylene plastic film through a plastic extruder, and then molded into a plastic sleeve (tube) through a cooling cylinder; Condensation and solidification; prestressed and applied to the main reinforcement bars (prestressed after the fixation is completed) to form a prestressed anchor rod assembly; the main reinforcement reinforcement bars are locked with nuts, and the prestressed steel reinforcement bars are prestressed to form a prestressed anchor rod assembly.
  • the prestressed main bar actually forms a free section of steel bar, but it is no longer elongated and has the effect of applying stress.
  • Pre-tensioned or post-tensioned prestressed anti-floating and tensile steel anchors and construction methods can be prefabricated with post-tensioning prestressed anchor components and application technology, and various anchor heads such as straight through or enlarged heads can be combined to form a post-tensioning prestressed anchor system to overcome the anti-floating.
  • the rod body can be elastically deformed in the free section, and through a new method, prestressing is applied after the rod is prepared, and the finished product of the prestressed anchor rod is obtained for application, so as to not only achieve the control of the pressure-bearing straight-through or variable-diameter steel cage expansion
  • the end of the main reinforcement bar is provided with a reinforcement cage or an enlarged diameter (variable diameter) reinforcement cage; one of the concrete or cement mortar, cement slurry or other curable materials is wrapped and solidified; Reinforcing reinforcement materials are arranged, including reinforcement cages, stirrups, steel sleeves, wire mesh cages, bearing plates, and bearing flange nuts; the main reinforcement bars and the reinforcement reinforcement materials are condensed and solidified together to form anchor rods components. After the prestressed anti-floating and anti-unbonded steel anchors are applied, the anti-floating and tensile stress of the steel bars are fully reflected.
  • the anti-corrosion grease layer is made of anti-corrosion grease or anti-corrosion asphalt or polymer material.
  • the front end of the main reinforcement bar of the anchor rod assembly is provided with a device for connecting or grafting with a variable diameter reinforcement cage, a fixed diameter reinforcement cage, a bladder bag or other anchor heads to form a prefabricated prestressed anchor rod system.
  • the number of steel bars in the main reinforcement of the anchor rod assembly, and the number of reinforcement bars in the post-tensioned anchor rod assembly is one or more, but generally no more than 15 (otherwise it will become a concrete pile).
  • the specifications, performance, strength, The diameter can be determined according to the design requirements; the length, shape and area of the cross-section of the prestressed anchor rod assembly are set according to the engineering technical requirements; when the length of the rod is required to be too long, a nut connector or In other ways, two or more steel bar members are connected to achieve the required length; the steel bar nut connector can also be embedded in the anchor rod in advance.
  • the three-dimensional geometry of the unbonded steel bar, anchor rod assembly, and variable diameter steel bar cage includes but is not limited to: cube, polyhedron, regular polyhedron, tetrahedron, cuboid, cylinder, truncated cone, prism, prism, cone, pyramid , bamboo-shaped, string-shaped, convex-concave-shaped, which can be solid or hollow;
  • the shape of the plane cross-section includes but is not limited to: square, rectangle, triangle, quadrilateral, rhombus, trapezoid, polygon, circle, ellipse , ring, sector, bow; bolt components can be solid, can also be hollow section.
  • the unbonded steel bar, bolt assembly, variable diameter steel cage, main bar and reinforcing bar can be selected from materials, including but not limited to steel, steel strand, glass fiber, resin, glass fiber reinforced resin, aramid fiber Fibers, carbon fibers, graphene, carbon-related materials and their composite materials, polymers, polymer materials, nanomaterials, metallic materials and non-metallic materials.
  • the application fields of this application include, but are not limited to, functional applications of anti-floating and tensile strength. Applications include construction, roads, mining, tunnels and bridges, foundation pits and mountain slope protection, and geological disaster treatment; it is also used in compression engineering and other fields.
  • the prefabricated prestressed anchor rod body can be used as a prefabricated prestressed compressive pile according to the needs of engineering design purposes.
  • the pre-tensioning or post-tensioning method adopts prefabricated prestressed bolt body.
  • the steps of the application method are: the method used to overcome the deformation of the anti-floating fixed diameter anchor head or the prestressed anchor bolt of the enlarged head, drill the hole to the design depth, and carry out high-pressure rotary jetting. Construction or mechanical reaming construction. After the hole is formed, place the anchor rod steel bar to connect with the variable-diameter steel cage, fixed-diameter steel cage, pocket bag or other anchor heads. After the expansion head with the variable-diameter steel cage is in place, release the restraint mechanism.
  • the anchor rod assembly When the anchor rod assembly is connected with the variable diameter steel cage, fixed diameter steel cage, bladder bag or other anchor heads, the lower end of the anchor rod assembly should be reserved with variable diameter steel cage, fixed diameter steel cage, bladder bag or other
  • the length of the anchor head is adapted to the steel bar, and the bottom part of the anchor head is connected with the anchor plate (the welding of the steel bar or the connection of the main bar by the connecting nut), or the appropriate length of the steel bar can be reserved, and the top of the finished anchor head is connected with the connecting nut;
  • the prefabricated prestressed anchor rod prepared by the pretensioning method place the precast prestressed anchor rod assembly and the variable diameter reinforcement cage, use multiple prefabricated prestressed anchor rod elements, and select two to several anchor rods of different fixed lengths.
  • the unit is connected to the anchor member of the required length; the lowest one of the connection method and the upper end of the anchor head can be easily connected to the anchor member of the required length; no need to apply stress (post-stress).
  • tensile stress is fixed with flange nuts (kits); grouting or pouring concrete is poured as anchor head in the expansion section of the reducing steel cage, and the grouting or pouring concrete is at the connection between the steel bar and the unit and the gap around the unit place.
  • the post-tensioning method prefabricated the reinforcement cage of the prestressed anchor rod assembly, when the anchor rod assembly is connected with the variable diameter reinforcement cage, the fixed diameter reinforcement cage, the bag bag or other anchor heads, the lower end of the anchor rod assembly is pre- Retain the steel bars that are suitable for the length of the variable diameter steel cage, fixed diameter steel cage, bladder bag or other anchor head, and connect the anchor plate at the bottom of the anchor head, or leave the appropriate length of the steel bar.
  • the lower end of the steel bar of the anchor rod assembly It is connected with the top of the finished anchor head with a connecting nut; or through the improvement of the anchor rod and the anchor head, the anchor rod assembly and the variable diameter steel cage, the fixed diameter steel cage, the bag or other anchor heads become an organic whole.
  • the applied stress can act on the anchor rod and the main reinforcement of the reinforcement cage of the present application.
  • the steel skeleton of the concrete prefabricated pipe column is a connector at the bottom end, which can be connected with the steel cage at the lower end (especially the variable diameter steel cage first proposed by the applicant, especially the screw connection or welding, etc.)
  • the center of the variable-diameter reinforcement cage needs the main reinforcement, and the main reinforcement of the variable-diameter reinforcement cage requires prestressing, thereby forming a concrete foundation with a diameter larger than that of a prefabricated concrete column, which is grouted through a grouting pipe; tensile and compressive capacity.
  • the present application is a component of a prefabricated concrete prefabricated anti-floating and tensile anchor rod assembly.
  • the present application cooperates with pre-tensioned or post-tensioned prestressed anti-floating and tensile steel anchors, especially pre-tensioned prestressed anti-floating and tensile steel anchors and systems.
  • the anchor rod uses the main reinforcement bar (including the main reinforcement reinforcement or the main reinforcement reinforcement connection structure with the main reinforcement reinforcement through the connecting nut) as the basic bearing structure.
  • the steel bar can also have the following structure: the surface of the main reinforcement bar is provided with an anti-corrosion grease layer, and a plastic film sleeve is provided outside the anti-corrosion grease layer; the anti-corrosion grease layer is applied by the anti-corrosion grease layer device, and the non-bonded rib is passed through a plastic extruder.
  • Paint the polyethylene or polypropylene plastic film layer and then mold the plastic sleeve (pipe) through the cooling cylinder; wrap the plastic sleeve with concrete or cement mortar, cement slurry or other curable materials and set and solidify; apply the prestressing force
  • the main reinforcement bars (prestressed after the fixation is completed) are formed to form prestressed anchor rods; the main reinforcement reinforcement bars are locked with nuts, and the prestressed reinforcement bars are prestressed to form prestressed anchor rods.
  • the prestressed main bar actually forms a free section of steel bar, which can be post-tensioned to apply stress.
  • Pre-tensioned or post-tensioned prestressed anti-floating and tensile steel anchors and construction methods are the advantages of the present application.
  • the prepared anti-floating and tensile steel anchors are especially those that can be pre-stressed by post-tensioning and their application technology, and are combined with various anchor heads such as straight-through or enlarged heads to form a post-tensioning prestressed anchor system.
  • the new method is used to apply prestressing after preparing the rod and obtain the finished product of the prestressed anchor rod for application, so as to not only achieve the control of pressure-bearing straight-through or variable-diameter steel bars
  • it also provides a method for reducing the creep deformation of the soil under the working state of the prestressed bolt.
  • the construction method is the same as the post-tensioning method, but when the post-tensioning method is used to apply prestressing after solidification, the prestressed steel bars are unbonded steel bars, which are not in direct contact with the concrete and are in an unbonded state.
  • Unbonded prestressed tendons are special prestressed tendons with anti-corrosion isolation layer and outer sheath. Unbonded prestressed tendons have higher requirements on the safety, reliability and durability of anchors; since unbonded prestressed tendons and concrete can slide relative to each other in the longitudinal direction, the tensile capacity of prestressed tendons can also be fully exerted, and certain configurations can be made.
  • the body of concrete has a binder to limit cracks in the concrete.
  • Unbonded prestressed reinforcement is the same as the post-tensioning method, but the prestressed steel bar is not in direct contact with the concrete, and the prestressed steel bar is in an unbonded state.
  • Unbonded prestressed tendons are special prestressed tendons with anti-corrosion isolation layer and outer sheath.
  • Unbonded prestressed steel bars have higher requirements on the safety, reliability and durability of anchors; since unbonded prestressed steel bars and concrete can slide relative to each other longitudinally, the tensile capacity of prestressed steel bars can be fully exerted.
  • Unbonded prestressed tendons have their own characteristics: 1. Simple structure and light weight. There is no need to reserve prestressed rib channels, and it is suitable for components with complex structures and curved reinforcement. The size of the components is reduced and the weight is reduced. 2. Simple construction and low equipment requirements. There is no need to reserve pipelines, grouting and other complicated procedures, replacing the pre-tensioning method in the manufacture of small and medium-span bridges can save the tensioning bracket, simplify the construction process, and speed up the construction progress. 3. The loss of prestress is small and can be supplemented. An anti-corrosion grease layer is set between the prestressed tendons and the outer sheath, and the friction loss of tension is small. 4. Strong anti-corrosion ability.
  • Unbonded prestressed tendons coated with anti-corrosion grease and sheathed with PE and other sheaths have dual anti-corrosion capabilities. It can avoid the risk of corrosion of prestressed tendons due to the incompact grouting. 5. Good performance. The mixed reinforcement of unbonded prestressed tendons and ordinary steel bars can meet the ultimate bearing capacity and avoid concentrated cracks, so that it has similar mechanical properties to prestressed concrete with bonded parts. 6. Good anti-fatigue performance. The unbonded prestressed tendons and the concrete can slide relative to each other in the longitudinal direction, the stress amplitude is small in the use stage, and there is no fatigue problem. 7. Good seismic performance.
  • the slidable unbonded prestressed tendons are generally always in tension, and the stress changes are small and remain in the elastic working stage, while the ordinary steel bars ensure the energy dissipation of the structure without sticking.
  • the construction method of the prestressed tendons is the same as the post-tensioning method, but the prestressed tendons are not in direct contact with the concrete and are in an unbonded state.
  • Unbonded prestressed tendons are special prestressed tendons with anti-corrosion isolation layer and outer sheath.
  • the present application can be fully applied by the pre-tensioning method. Even if the post-tensioning method is used to prefabricate the prestressed anchor rod, although the steel bar has deformation, the overall prestressed anchor rod has no large displacement. Prestress is applied during construction and poured, and prestress is added after the operation on site to make the tensile effect of the bolt the best (prestress is applied from the main reinforcement of the enlarged head to the integration of the main reinforcement of the anchor), but the construction control requirements on site are high .
  • the post-prestressed anchor rod is used to make its bearing capacity reach the prestressed value required by the design, and the deformation of the free section of the prestressed anchor rod can be continuously adjusted. Basically no effect. It has a positive effect on improving engineering quality and technical safety.
  • the mechanical support is strong, and the tensile force transmission is reliable, which can increase the tensile strength of the anchor rod by more than 2 times.
  • the main rebar of the lower end of the main rebar of the anchor is welded or connected by a special nut connector, which can ensure the reliability of the connection.
  • 1 is a schematic diagram of the preparation of the prestressed anchor rod of the application
  • Fig. 2 is the schematic diagram of the prestressed anchor rod of the application
  • Fig. 3 is the schematic diagram of pouring the concrete cushion 2 on the base 1 of the application; namely pouring the concrete cushion;
  • FIG. 4 is a schematic diagram of the anchoring sections at the upper and lower ends of the expanded body prestressed anchor rod of the variable-diameter steel cage.
  • FIG. 5 is a schematic diagram of the lower end anchor structure of the expansion head of the expansion head of the variable diameter reinforcement cage of FIG. 4 of the application;
  • Figure 6 is a schematic diagram of the unbonded anchor bar structure
  • Figure 7 is a schematic diagram of the connection structure of the anchor reinforcement for hollow tubular columns
  • Figure 8 is a schematic diagram of the unit and connection structure of the pretensioning method of the anchor reinforcement for hollow tubular columns
  • FIG. 9 is a schematic diagram of the connection structure of the lower end of the anchor member of the application.
  • FIG. 10 is a schematic diagram of the second connection structure of the lower end of the anchor member of the application.
  • FIG. 11 is a schematic diagram of the third connection structure of the lower end of the anchor member of the application.
  • FIG. 12 is a schematic diagram of the fourth connection structure of the lower end of the anchor member of the present application.
  • Fig. 13 is the structural schematic diagram of the unbonded steel bar (or common steel bar) stress anchor of the present application.
  • Fig. 14 is the structural schematic diagram of the stress anchor rod of the unbonded steel bar (or common steel bar) of the present application; compared with Fig. 13, this figure shows that two stress anchor rods have inner connecting nuts and are connected into anchor rods of different lengths;
  • Fig. 15 is a kind of structural schematic diagram of the application of steel bars wrapped in concrete to form a stress anchor; two stress anchors are connected into different lengths of anchors with embedded connection nuts;
  • Fig. 16 is a kind of structural schematic diagram of the application of steel bars wrapped in concrete to form a stress anchor; two stress anchors are connected into different lengths of anchors with exposed connection nuts 13;
  • Fig. 17 is a kind of structural schematic diagram of the present application in which steel bars are wrapped in concrete with steel skeletons 3-7 and load-bearing plates (provided with steel perforations) to form stress anchors;
  • Fig. 18 is a schematic diagram of a structure of the present application in which steel bars are wrapped in concrete with steel skeletons 3-7 and bearing plates (with steel perforations) distributed inside to form stress anchors; compared with Fig. 17, embedded connection nuts are provided.
  • Fig. 19 is a kind of structural schematic diagram of the present application in which a plurality of main steel bars 3-1-1 and a load-bearing plate (provided with steel perforations) are distributed in the steel-wrapped concrete to form a stress anchor;
  • Figure 20 is a schematic diagram of a structure in which a plurality of main steel bars 3-1-1 and a bearing plate (with steel perforations) are distributed in the reinforcement-wrapped concrete of the present application to form a stress anchor; compared with Figure 20, there are 2-3 Root anchor bar.
  • Fig. 21 is a kind of structural schematic diagram of the present application in which a plurality of main steel bars 3-1-1 and a load-bearing plate (provided with steel perforations) are distributed in the steel-wrapped concrete to form a stress anchor;
  • Fig. 22 is a kind of structural representation in which the steel bars of the present application are wrapped in concrete with a plurality of main steel bars 3-1-1 and load-bearing plates (with steel perforations) distributed to form stress anchors; 1-1 can be exposed at the end;
  • Figure 23 is a schematic diagram of a structure in which a plurality of main steel bars 3-1-1 and a load-bearing plate (with steel perforations) are distributed in the concrete of the present application to form an anchor; but the stress-free nut is fixed, and the other end is provided with Connection nut, can be in-line.
  • FIG. 24 is a schematic structural diagram of an unbonded bolt of the present application.
  • Figure 25 is a schematic structural diagram of an unbonded, non-enlarged, first-equal diameter post-tensioned prestressed bolt of the present application.
  • Figure 25-1 is a schematic structural diagram of another non-bonded, non-expanded, post-tensioned prestressed anchor rod of the present application.
  • Fig. 26, Fig. 26-1, Fig. 26-2, Fig. 26-3 are the non-enlarged first-diameter parts of the present application that are bonded as anchoring sections, the unbonded parts are free sections, and the bottom may be provided with a constant-diameter steel cage, steel Schematic diagram of the structure of the backing plate and the bolt of the nut or other bearing body;
  • Figure 27-1, Figure 27-2, Figure 27-3 are schematic structural diagrams of an unbonded, non-expanded, first-equal-diameter bolt with helical ribs of the present application, wherein the stirrup is 10-1 in the figure.
  • base 1 concrete cushion 2
  • poured anchor or anchor 3 main bar prepared by concrete or mortar pouring or pipe column with outer layer of fine-rolled rough steel bar, that is, anchor Concrete or mortar for the outer layer of steel bars 3-2, fixing plate or bearing plate 3-4, prestressed nut 3-3, anti-corrosion grease layer 3-6, plastic film sleeve 3-5, stopper 11, flange
  • the nut assembly 16-1 is used to fix the anchor bar (main bar or fine-rolled rough bar) 3-1 on the bottom plate.
  • the flange nut assembly 16-1 is used to fix the main bar or fine-rolled bar after stress is applied. Prestressing of rolled steel bars.
  • Waterstop rubber strip 4, flange nut 16, concrete bottom plate 8, concrete bottom plate steel bar 8-1, bottom plate cushion 8-2, and reinforcing bar cage 10 can be straight-through or enlarged head structures, and the figure shows a variable diameter The expanded diameter of the steel cage structure.
  • the concrete body 12-1 and other structural reinforcement cages 10-1 in the bag bag; 3-8 are poured concrete at the central axis, and 3-1-1 refers to multiple anchor steel bars, generally no more than 5.
  • a single finish-rolled thick steel bar is used to run through the center of the enlarged head reinforcement cage all the way to the anchor rod.
  • the hollow tubular string of prefabricated prestressed bolt is applied in the bolt section (upper section).
  • the anti-corrosion grease layer 3-6 and the plastic film sleeve 3-5 can be extended until the main bar of the wrap-through or enlarged head is fixed with the bottom bearing plate of the steel bar, and the unbonded steel bar is poured into the concrete to solidify. Then apply stress.
  • Prefabricated prestressed anchor bolts are used for hollow tubular columns, and the reinforcement materials, namely skeleton materials 3-7, are prestressed with vertical steel bars, steel sleeves, steel cages, steel mesh cages, etc., and then coagulate with concrete or cement mortar and cement slurry. Cured to form prefabricated prestressed tubular strings.
  • the embodiments of the present application include a prefabricated anti-corrosion steel bar for non-bonded post-tensioning of anti-floating and tensile anchors, and a prefabricated pre-fabricated anti-floating and tensile anchor assembly ( There are two kinds of bonding, and non-bonding) and its construction method.
  • the prefabricated concrete pipe string can be movably connected with the lower end pipe string: that is, the steel skeleton of the concrete prefabricated pipe string is a connector at the bottom end, which can be connected with the lower end pipe by means of a fixed method, especially the reinforced skeleton member screwing or welding. Column connection.
  • the schematic diagram of the structure of the prestressed anti-floating and tensile steel anchor including the main reinforcement (rebar, especially the precision cast steel, the main reinforcement of the precision cast through the connection structure of the main reinforcement of the connection nut) as the basic
  • the load-bearing structure is provided with an anti-corrosion grease layer on the surface of the main rebar, and a plastic film sleeve outside the anti-corrosion grease layer; the anti-corrosion grease layer is applied by the anti-corrosion grease layer device, and the unbonded steel bars with the anti-corrosion grease layer are brushed by a plastic extruder Polyethylene or polypropylene plastic film, and then molded into a plastic sleeve (pipe) through a cooling cylinder; outside the plastic sleeve, it is wrapped with concrete or cement mortar, cement slurry or other curable materials and solidified; (post-tensioning) prestressing
  • a prefabricated prestressed anchor rod assembly is formed on the main reinforcing bar; or the main reinfor
  • the reinforcement in the prestressed bolt assembly usually includes but is not limited to/or does not choose to configure the reinforcement cage, stirrup, steel sleeve, wire mesh cage, bearing plate (anchor plate), bearing flange nut or Other tendon reinforcement materials. Not shown in the picture.
  • FIG. 1 prestressed fixed plate or bearing plate (anchor pad) 3-4, nut 3-3, steel bar 3-1, anchor rod 3, reinforcement of prestressed anchor rod, concrete or mortar 3-2
  • anchor pad an independent sleeve or a structure similar to a sleeve, or it can be a structure that is tightly poured with the stressing anchor reinforcement, or unbonded reinforcement
  • the sleeve is especially a steel skeleton and is made of cement concrete that meets the standard.
  • the diameter of the rod assembly is smaller than the diameter of the drilled hole for application.
  • the nut is a fixed nut, which is fixed to the prestressed steel threaded nut.
  • Fig. 3 is a schematic diagram of pouring a concrete cushion 2 on the base 1 of the present application; in Fig. 3, the base 1, the concrete cushion 2, and the concrete cushion are poured; Embedded in the center of flange nut 16 for water-stopping. In particular, the water-stop rubber strip 4 is used for the upper end of the anchorage of the basement ground plane.
  • the present application is an anti-floating and tensile composite anchor rod assembly (divided into bonded and unbonded anchor rods) and has a corresponding construction method.
  • Unbonded steel anchors or the above-mentioned finished pipe strings unbonded steel bars can also be used as anchor steel bars in the finished pipe strings; the concrete and the steel bars in the anchor rods are unbonded, and the steel bars in the anchor rods are in the pipe string or inside the anchor rod.
  • the plastic film sleeve can be stretched or slid without affecting the post-tensioning method, that is, applying prestressing on the construction site, applying prestressing to the steel bars and tightening the nuts at the same time.
  • Figure 4 is a schematic diagram of the prestressed anchor rod of the pressure-bearing variable-diameter steel cage expanded body with anchoring sections up and down: base 1, concrete cushion 2, anchor rod assembly after pouring 3, water-stop rubber strip 4, flange nut 16.
  • the concrete bottom plate 8 of the upper layer, the concrete bottom plate steel bar 8-1, the bottom plate cushion layer 8-2, and the reinforcing bar cage 10 can be a straight-through type or an enlarged head structure.
  • the nut connector or connecting nut 13 is a screw connection device for the finishing steel bar.
  • the nut is used as the connecting structure to connect the thread (starting from the end) of the finishing steel bar.
  • connection strength can be guaranteed; the length of the connection nut is 15-25 cm, and the standard is 20 cm. It can be used for the connection of different lengths required by the anchor rod, and can also be used for the connection structure of the anchor rod and the main reinforcement of the variable-diameter steel cage. Welding is also a The connection method of the main bar; for example, take the anchor element of the finishing steel bar as an example: prepare or prepare the anchor rod of the finishing steel bar of 3, 4, 5, and 7 meters of fixed length, and use different The connecting nut 13 is connected to form anchor rods of different lengths.
  • two anchor rods of different lengths can be easily connected to form anchor rods of different lengths from 7 to 14 meters.
  • Three bolts of different fixed lengths can be easily connected into bolts of different lengths from 15 to 21 meters.
  • Four can make longer bolts.
  • the upper connecting structure of the bolt of the present application adopts the concrete bottom plate 8 and the flange nut 16, the concrete bottom plate 8 includes the concrete bottom plate steel bar 8-1, and the bottom plate cushion 8-2 is poured, and the flange nut 16 is used in the The upper surface of the building or the like is fixed to the bottom plate 8 of concrete, so that the bolt assembly can be anchored to the building or the surface layer fixed at the upper end of the bolt assembly.
  • the limit nut 11 of the enlarged head reinforcement cage in FIG. 5 (for the variable diameter enlarged diameter reinforcement cage, the position is limited on the main reinforcement or the finish-rolled coarse reinforcement bar 3-1. It can also be a reinforcement cage 10 without enlarged diameter), It can also be integrated with the nut connector or the connecting nut 13, and the bearing plate nut 16-1 supports the bearing plate at the bottom of the main reinforcement of the reinforcement cage 10; Bond anchor bars.
  • the anti-corrosion grease layer 3-6 and the plastic film cover 3-5 can be extended to the main reinforcement of the steel cage 10 wrapping the straight-through or enlarged head (the main reinforcement mainly uses the fine-rolled steel bar), the anti-corrosion grease layer 3-6, the plastic film cover 3- 5 and can wrap the nut connector 13, and use a single fine-rolled thick steel bar to penetrate the enlarged head to the anchor rod as a whole.
  • the bottom carrier plate 3-4 can be seen in Figure 13.
  • FIG 6 is a schematic diagram of the structure of the unbonded anchor bar; as shown in Figure 6, the unbonded anchor bar has the following structure: the anchor bar (main bar or fine-rolled rough steel bar) 3-1 is in the center, and a layer of anti-corrosion layer is first wrapped (Anti-corrosion grease layer) 3-6.
  • the outer layer of the anti-corrosion layer is a plastic film sleeve 3-5, including wrapping the nut connector.
  • the steel bar of the unbonded anchor can also be provided with a steel frame 3-7 (this is drawn in Figure 8), which is wrapped with concrete or cement mortar, cement slurry or other curable materials on the outside of the plastic sleeve, and then coagulated, cured and wrapped. Live steel skeletons 3-7, known as anchor heads.
  • the surface of the main reinforcement bar is provided with an anti-corrosion grease layer, and the anti-corrosion grease layer is provided with a plastic film sleeve; the anti-corrosion grease layer is applied by the anti-corrosion grease layer device, and the anti-corrosion grease layer is coated with polyethylene or polypropylene without bonding ribs through a plastic extruder.
  • the plastic film is then molded into a plastic sleeve (tube) by a cooling cylinder.
  • Post-prestressing refers to the reinforcement of the main bars during the construction process (prestressing and then fixing with nuts) to form a prestressed anchor rod assembly.
  • Pre-tensioned prestressing is prestressed prefabricated anchor member: the main reinforcement bars are first locked with nuts, and the prestressed reinforcement bars are prestressed to form a prestressed anchor rod assembly unit.
  • the hollow anchor rod is formed by prefabricated pipe string (with steel skeleton inside), the pipe string is the outer casing string of the anchor rod steel bar, and the anchor rod steel bar is used to pass through the pipe string.
  • the inner diameter of the bearing plate is placed at both ends of the finished pipe string, and the bearing plate can also be embedded, as long as the diameter is larger than the diameter of the steel frame, the pipe string can support the prestress.
  • Figure 7 is a schematic diagram of the connection structure of the anchor bar for the hollow pipe column; the unbonded anchor bar or the bond anchor bar can be used. Affects the expansion and contraction in the pipe string of the anchor reinforcement. Structures that can be used for either pre-tensioning or post-tensioning prestressing.
  • the connection end of the hollow tubular string does not need to be subjected to a large force, but it is not excluded that the connection between the ends of the hollow tubular string has the connection of the steel frame 3-7 and the connection of the concrete.
  • Figure 8 is a schematic diagram of the unit and connection structure of the pretensioning method of anchor reinforcement for hollow tubular columns.
  • the reinforcement can be either unbonded anchor reinforcement or bonded anchor reinforcement.
  • the anchor member is constructed, and concrete or mortar is poured to prepare the main bar or the outer layer of the fine-rolled steel bar. Both ends of the column are cushioned with fixed plates or bearing plates 3-4, and the prestressed nut 3-3 is fixed on the thread of the anchor bar (finished steel bar), and the anchor bar is screwed when applied. Nut connectors 13 are used as connecting means at the upper and lower ends of the two steel bars.
  • Fig. 8 prefabricated prestressed anchor member units constitute a practical combined assembled structure, especially the prestressed prestressed prestressed anchor member units, and the end of each unit is provided with a fixed nut connector or connection.
  • the nut is connected with the reinforcing bar of this unit, and the second end of the end of each unit is a protruding reinforcing bar, which is matched with the fixed nut connector at the end of the adjacent unit;
  • the prestressed prefabricated anchor member unit is prepared or prepared as 3, 4, 5, and 7 meters of fixed-length units (net length), use different fixed-length units to connect with each other with embedded connecting nuts 13 to form anchors with different length requirements, for example, two different fixed-length units.
  • the bolt unit can be easily connected into bolts of different lengths from 7 to 14 meters. Three bolts of different fixed lengths can be easily connected into bolts of different lengths ranging from 15 to 21 meters.
  • Figures 4, 5 and 8 show the connection structure between the lower end of the anchor rod and the reducing steel cage and the grouting body or concrete. Although this embodiment has the best effect, the application does not exclude other connection structures at the lower end of the anchor rod, including Ordinary reinforcement cage and grouting body or concrete, grouting body or concrete without reinforcement cage (both enlarged head and non-enlarged head are acceptable), including grouting or concrete wrapped inside or outside the bag.
  • connection structures are shown in Figures 9-12 (both are enlarged head connection structures, and non-enlarged head structures are also fully available, and do not exceed the scope of this application), but there are more than one steel bar and anchor rod in the connection structure.
  • the lower end of the steel bar is fixed; more than one steel bar can refer to a relatively thick steel bar, or it can be a number of scattered thin steel bars (the total cross-sectional area of several thin steel bars is not lower than that of the anchor steel bar) evenly distributed in the Slurry or concrete interior.
  • Unbonded steel bars or ordinary steel bars are matched with the hollow anchor rods of the application, and can be matched with pre-tensioned or post-tensioned prestressed anti-floating and anti-floating anchors, pre-tensioned prestressed anti-floating anchors
  • the tensile steel bar anchor member unit can be connected to the rated length and can be connected to the enlarged head reinforcing bar cage of variable diameter, which constitutes the practical engineering system of the present application.
  • prefabricated prestressed anchor rod with the pipe string, connection and anchor nut to form a prefabricated combined anti-floating and tensile prestressed anchor rod assembly, and can also be used as an independent product of prefabricated prestressed unbonded steel bar components. It is used in various bolt application schemes that use post-tensioning method to solve the problem of prestressing. When used as reinforcement in the hollow tubular string of prefabricated prestressed bolts, it is also possible to choose not to set grease and casing according to design requirements.
  • the anti-floating and tensile prestressed anchor bolts are assembled with unbonded prestressed steel bar parts and their lengthened forms, which can be filled with concrete or cement mortar, cement slurry or other curable materials to wrap and solidify.
  • the application of prestressed anchors by tension method is grafted with the reinforcement cage, the enlarged diameter (variable diameter) reinforcement cage, the fixed diameter reinforcement cage, the bag, the anchor plate or other anchor head bearing bodies provided in the enlarged head to form an organic skeleton.
  • Cement mortar, cement slurry or other solidifying materials are wrapped, solidified and solidified, and then stress is applied by the post-tensioning method to form an enlarged head prestressed bolt pile application.
  • the central main reinforcement of the reinforcement cage is especially the unbonded anchor reinforcement.
  • a single finish-rolled rough steel bar is used to pass through the enlarged head to the anchor rod as a whole.
  • the materials that can be used for main reinforcement and reinforcement including but not limited to steel, steel strand, glass fiber, resin, glass fiber reinforced resin, aramid fiber, carbon fiber, graphene, carbon element related materials and their composite materials, high Molecules, polymer materials, nanomaterials, metallic materials and non-metallic materials.
  • the prefabricated prestressed unbonded steel bar parts for tension bolts, and their elongated forms, can be poured into one of concrete or cement mortar, cement slurry or other curable materials and set and solidified to form a prestressed bolt body independently.
  • the non-bonded steel bar, anchor rod member, steel cage, the three-dimensional geometry includes but not limited to: cube, polyhedron , regular polyhedron, tetrahedron, cuboid, cylinder, truncated cone, prism, prism, cone, pyramid, bamboo, string, convex and concave, which can be solid or hollow;
  • the shape of the plane cross-section includes But not limited to: square, rectangle, triangle, quadrilateral, rhombus, trapezoid, polygon, circle, ellipse, ring, sector, arc; the anchor rod can be solid or hollow.
  • the pipe column of the anchor bar itself can also constitute a hollow anchor bar element unit, especially prepared or prepared into 3, 4, 5, 7 meters fixed-length units (net length), Both bonded and unbonded anchor bars can be used, which is convenient for factory production, and the weight is controllable, the transportation cost is not high, and the quality and standard of prestressing are easier to control and grasp in the factory.
  • the present application is an anti-floating and tensile composite anchor rod assembly (divided into bonded and non-bonded anchor rod steel bars) and has corresponding basically the same construction method.
  • the construction methods of the first-stretching and post-stretching methods are different;
  • the anti-floating and tensile composite anchor rod assembly adopts unbonded anchor rod steel bar, common steel rod and the above-mentioned finished pipe string, that is, unbonded steel rod or common steel rod can be used as anchor rod steel rod in the finished pipe string; Unbonded, the steel bar in the anchor rod can expand or slide in the pipe column or in the plastic film sleeve, and will not affect the post-tensioning method, that is, applying prestressing on the construction site, and then tightening the rebar while applying prestressing to the steel bar. Fix the nut to form a prestressed anchor rod.
  • connection structure of the lower end of the anchor member in Figure 9 is the grouting body or concrete of the enlarged head.
  • the grouting body or concrete has main steel bars and reinforcement cages, and the bearing plate is sleeved on the main steel bar or scattered steel bar and the lower end of the bearing plate Fixed with nut.
  • FIG. 9 also shows a schematic diagram of the grouting body or concrete structure of the unbonded or ordinary bolt and the expansion head of the variable-diameter reinforcement cage of the present application; structure, but the concrete is an enlarged head, and a single bearing plate is sleeved at the bottom of the main steel bar, and the lower end of the bearing plate is fixed with a nut.
  • connection structure at the lower end of the anchor member in Figure 10 is the grouting body or concrete of the enlarged head.
  • the grouting body or concrete contains main steel bars (especially unbonded anchor steel bars) or scattered steel bars, and the grouting body or concrete and the bladder
  • the bag can be wrapped with part of the grouting body or concrete in the center of the expansion head, as shown in the figure, and the bearing plate can be sleeved on the main steel bar and the lower end of the bearing plate can be fixed with a nut.
  • the connection structure of the lower end of the anchor member is the grouting body or concrete of the enlarged head, and the figure is the bag structure, as shown in the figure.
  • the grouting body or concrete can also be provided with main steel bars (especially unbonded anchor steel bars) or dispersed steel bars.
  • the grouted body or concrete is combined with the main steel bars or dispersed steel bars and bladders, and the main steel bars pass through the inner wrapping. Partial grouting body or the central part of the concrete expansion head.
  • the pouch can also be wrapped.
  • Figures 11-12 are schematic diagrams of the third and fourth connection structures at the lower end of the bolt (especially the unbonded bolt);
  • the connection structure at the lower end of the bolt in Figure 11 is the grouting body or concrete of the enlarged head, and the grouting body Or there are main reinforcement bars in the concrete, but the reinforcement cage is a reinforcement cage of a common structure, without a diameter expansion structure, and the bearing plate is sleeved on the main reinforcement bar (especially the unbonded anchor reinforcement bar) or the scattered reinforcement and the lower end of the bearing plate.
  • the connection structure at the lower end of the anchor member is the grouting body or concrete of the enlarged head.
  • the grouting body or concrete has main steel bars.
  • a nut is fixed on the main steel bar (especially the unbonded anchor steel bar) and the lower end of the bearing plate.
  • Fig. 14 is compared with Fig. 13, this figure is the bolts of different lengths connected with two stress bolts with inner connecting nut;
  • Figures 15 and 16 are bolts with different lengths of two stress bolts with embedded and exposed connection nuts 13;
  • Fig. 18 is a schematic diagram of a structure in which the reinforced concrete has reinforced skeletons 3-7 and bearing plates (with reinforced perforations) distributed inside to form stress anchors; compared with Fig. 17, there are embedded connection nuts.
  • Figure 19 is a schematic diagram of a structure in which a plurality of main steel bars 3-1-1 and a bearing plate (with steel perforations) are distributed in the steel-wrapped concrete to form a stress anchor; -1 refers to multiple anchor bars, generally no more than 5; a connecting nut 13 or a nut fixed by applying stress can be provided instead of the connecting nut 13.
  • Figure 20 A schematic diagram of a structure in which a plurality of main steel bars 3-1-1 and a bearing plate (with steel perforations) are distributed in the reinforced concrete to form a stress anchor; 3-8
  • the central axis is poured concrete, 3-1- 1 refers to multiple anchor bars; a connecting nut 13 or a stress-fixed nut can be provided instead of the connecting nut 13; compared with Figure 20, there are 2-3 anchor bars.
  • the multiple anchor bars 3-1-1 can be exposed at the ends, which are used to connect the anchor member units to the units;
  • Figure 22 is a schematic diagram of a structure in which a plurality of main steel bars 3-1-1 and a bearing plate (with steel perforations) are distributed to form a stress anchor in the steel-wrapped concrete; It can be exposed at the end to connect the anchor member unit and the unit; it is fixed with a stress nut, and the other end is provided with a connecting nut;
  • Fig. 23 is a kind of structural schematic diagram in which the steel bars of the present application are wrapped in concrete with a plurality of main steel bars 3-1-1 and bearing plates (with steel perforations) distributed to form an anchor; -1 can be exposed at the end for connection between anchor member units and units. But the stress-free nut is fixed, and the other end is provided with a connecting nut.
  • Figure 25 and Figure 25-1 are the structural schematic diagrams of the non-bonded, non-expanded, first-diameter post-tensioned prestressed anchor rod of the present application; Tool, U-shaped plug gasket 3-3-2, steel backing plate or bearing plate 3-4, used for anchoring, locking prestress, and welding several unbonded steel bars together on one steel bar 3-10, 3 -9, Pooling applied and locked prestress.
  • Fig. 26, Fig. 26-1, Fig. 26-2, Fig. 26-3 are several kinds of non-enlarged first-diameter parts of the application bonded as anchoring sections, the unbonded parts are free sections, and the bottom may be provided with a constant-diameter steel cage , the structural schematic diagram of the anchor rod of the steel backing plate and the nut or other bearing body.
  • Fig. 27, Fig. 27-1, Fig. 27-2, Fig. 27-3 are the structural schematic diagrams of several unbonded and non-expanded first-equal-diameter bolts with helical ribs of the present application, wherein the stirrups are 10-1 in the drawings.
  • the pipe string of the anchor reinforcement bar of the present application can form a prestressed structure of a hollow anchor rod, which is convenient for factory production, and has controllable weight, low transportation cost, and the quality and standard of prestressing are easier to control and grasp in the factory.
  • the concrete or mortar (ie, pipe column) of the outer layer of the main reinforcement or the outer layer of the finish-rolled coarse reinforcement cage prepared by concrete or mortar casting can withstand the application of stress.
  • the unbonded steel anchor rod can also be matched with the hollow anchor rod pipe column of the application, and can be matched with pre-tensioned or post-tensioned prestressed anti-floating and tensile unbonded anchor rod steel bars, pre-tensioned prestressed anti-floating and tensile steel anchor rods
  • the rods can be connected to rated lengths and can be connected to enlarged head reinforcement cages of variable diameters, constituting a practical engineering system of the present application.
  • pre-tensioned or post-tensioned prestressed anti-floating and tensile steel composite anchors and application pipe columns that is, prefabricated combined anti-floating and tensile composite anchors, including concrete prefabricated pipe columns, and are used to accommodate anchor steel reinforcement.
  • the pipe column has an inner diameter of 3-7 cm and an outer diameter of 14-30 cm; a steel frame can be provided in the prefabricated concrete pipe column. Screwing or welding and other methods to connect with the lower end of the steel cage (especially the connection of the variable diameter steel cage first proposed by the applicant, especially the connection of the main reinforcement, the center of the variable diameter steel cage needs the main reinforcement, and the main reinforcement of the variable diameter steel cage does not need to be pre-prepared.
  • the present application is a prefabricated concrete column assembly.
  • the screw connector of the finishing rolled steel bar adopts the nut as the connecting structure, the length is 15-25 cm, and the standard is 20 cm.
  • the pre-tensioned prestressed anti-floating and tensile steel anchor rod is prestressed and fixed with the finished pipe string of the present application, which is the pipe string of the anchor rod steel bar.
  • the bearing plate (anchor pad) with holes and larger than the inner diameter of the pipe string is placed at both ends of the finished pipe string.
  • the extrusion coating process can be used, which is similar to the process of wrapping plastic sleeves for cables, and is suitable for large-scale production of single steel bars.
  • extrusion coating process is mainly a non-bonded rib through the coating of anti-corrosion grease layer
  • the device is coated with an anti-corrosion grease layer, and the anti-corrosion grease layer is coated with polyethylene or polypropylene plastic film without adhesive ribs through a plastic extruder, and then molded into a plastic sleeve by a cooling cylinder.
  • This extrusion coating process is characterized by high efficiency, good quality and stable equipment performance. It is similar to the process of wrapping plastic sleeves for wires and cables. .
  • Coating and forming process The coating forming process is that after the non-bonded ribs are coated with paint through the coating tank, they are then formed into bundles by the bundling roller and supplemented with brushing. The thickness of the coating is generally 0.5-2mm, and the inner brushing can be completed by manual operation.
  • Anti-corrosion bitumen or anti-corrosion grease from butter to chlorinated polyethylene
  • covered with a cover of plastic sheeting covered with a cover of plastic sheeting.
  • the non-bonded rib coated with anti-corrosion grease and other coatings is then automatically cross-wrapped with two layers of plastic cloth through the cloth drum.
  • non-bonded prestressed rib When the required length is reached, it is cut to become a complete non-bonded prestressed rib. It can work continuously on the paper wrapping machine to complete the processes of braiding, applying anti-corrosion grease layer, heading, wrapping plastic cloth and cutting. This coating process is characterized by good quality and strong adaptability.
  • non-bonded prestressed tendons the steel bars are placed on the defense line, and they pass through the comb board to form wire bundles. After evenly coating the anti-corrosion grease layer with the oil gun, they are inserted into the anchor ring.
  • Cold heading anchor head with a cold heading machine with anchor The bundled steel wires of the ring are pulled forward by the tractor, and at the same time, the wrapping turntable equipped with the plastic strips is started, and the wire bundles are advanced while wrapping the plastic cloth strips. When the wire bundle reaches the required length, it is cut to become a complete unbonded prestressed tendon.
  • Post prestressed bolt assembly locking (high-strength) steel bars and then applying prestressing, wrapping with concrete or cement mortar, cement paste or other curable materials, including but not limited to concrete, cement mortar, cement paste or other curable materials After solidification, a prefabricated prestressed bolt assembly is formed.
  • the main reinforcement in the prestressed anchor assembly still uses one steel bar in Figure 1, or two or more steel bars.
  • a predetermined prestress is applied to both ends of the steel bar 3-1, and the steel bar is in a relatively elongated tension state.
  • the tensioned steel bar is poured into concrete or mortar, and the diameter of the concrete or mortar periphery should be Considering the diameter of the drill pipe in the application of this bolt, it is also necessary to consider the diameter of the variable diameter steel cage used in this application, which is generally not more than 25cm, or the diameter of the rod should be set according to the needs of the project;
  • the prestressing equipment applied at both ends of the steel anchor rod is loosened to prepare the prefabricated prestressed steel anchor rod for the cost application. It is also possible to prepare prefabricated prestressed reinforced concrete bolt assemblies with longer relative lengths, and in actual use, the long prefabricated prestressed reinforced concrete bolt assemblies can be disconnected to obtain suitable application lengths.
  • the pipe column using the anchor bar of the present application can form a multi-unit (each unit can be prefabricated and prestressed) connected to form a prefabricated prestressed structure of the bolt, and each unit has a concrete or mortar pouring.
  • the concrete or mortar pipe column and the corresponding length of the finish-rolled steel bar prepared by the main bar or the outer layer of the finish-rolled coarse steel bar are prestressed and can resist stress application.
  • the multiple units shown in FIG. 8 are connected to the required length of the anchor rod, and the screw connection nut 13 can also be embedded.
  • the lower end of the prefabricated prestressed anchor rod assembly of the above structure can be connected with a variable-diameter steel cage, a fixed-diameter steel cage, a bag or other anchor heads.
  • the prefabricated prestressed anchor rod assembly is connected with the variable-diameter steel cage, fixed-diameter steel cage, bladder bag or other anchor head, the lower end of the anchor rod assembly is used to extend the variable-diameter steel cage and the fixed-diameter steel rod from a reserved position.
  • the length of the cage, bag or other anchor head is adapted to the steel bar, and the bottom part of the anchor head is connected with the anchor plate (welding or concrete fixed connection, etc.); It is connected with the top of the finished anchor head with a coupling nut; or by improving the rod and the anchor head, the prefabricated prestressed anchor rod assembly and the variable-diameter steel cage, fixed-diameter steel cage, bladder or other anchor heads can be integrated into an organic whole to transmit stress. .
  • the central main reinforcement that can be combined with variable diameter reinforcement cages, fixed diameter reinforcement cages, bladder bags or other anchor heads is also unbonded anchor reinforcement. After the connection is completed, the unbonded anchor reinforcement is subjected to stress after sinking and pouring and solidification.
  • the number of steel bars in the prestressed anchor rod assembly is one or more, such as two, three, four, five, or six, forming a central beam structure (such as designing a single steel bar can be difficult to roughen the steel bar),
  • the specification, performance and diameter of the steel bar can be determined according to the design requirements for prestressing and the application of bolt tension (refer to the design manual of the bolt); the length, cross-sectional shape and area of the bolt are determined according to the engineering technical requirements. set up. Various specifications and standards can also be formulated for standardized production.
  • the anchor plate is provided with one or more threaded steel bars, that is, steel bar anchor holes. The effect of the prestressed anchor composed of multiple steel anchors is also good, which can make the force of the prestressed anchor more uniform and the stress applied more uniformly.
  • the materials used for the main reinforcement and reinforcement of the reinforcement bolt include but are not limited to steel, steel strand, glass fiber, aramid fiber or other polymer material fiber, carbon fiber, graphene, carbon-related materials and their composite materials. Polymer materials such as carbon fiber can also be used for bolts, and they should also be applied with stress.
  • the three-dimensional prestressed anchor can be solid or hollow, and different casting materials can be used. After the core is fixed, a cylindrical shape can be cast.
  • pre-tensioned prestressed bolt assemblies described in this application includes but not limited to anti-floating and tensile strength, roads, mining, tunnels and bridges, foundation pits and mountain slope protection, and geological disaster treatment; Used in compressive engineering and other fields. It can be used as a prefabricated prestressed compression pile according to the needs of engineering design purposes.
  • the application method steps are: (1) Drilling to the design depth, carrying out high-pressure rotary jet construction or mechanical drilling or reaming construction, after forming the hole, (2) Prefabricating combined anti-floating and anti-tensile prestressed anchors according to design requirements Rod members, tubular columns for prefabricated prestressed anchors, prefabricated prestressed unbonded reinforced main bar components for anti-floating and tensile anchors, and their elongated forms, or with the reinforcement cages provided at the enlarged bottom ends, enlarged Diameter (variable diameter) steel cages, variable diameter steel cages, fixed diameter steel cages, bladder bags, anchor plates or other anchor head bearing bodies for grafting skeleton system, (3) pouring concrete or cement mortar, cement slurry or other curing One of the materials is wrapped and condensed and solidified, and the prestressed bolt body is formed independently, or the prestressed bolt pile is formed into an enlarged head. (4) When the post-tensioning method is required to apply the stress, after the stress is applied,
  • the characteristic value of and it is greater than the buoyancy resistance of the prestressed anchor rod required at the constant water level, taking 50% of the characteristic value of the bearing capacity into consideration.

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Abstract

本申请提供一种预应力无粘结锚杆钢筋，包括主筋钢筋作为基本承力的结构，主筋钢筋为精轧钢筋或普通钢筋，主筋钢筋表面设有防腐油脂层，防腐油脂层外设有塑料薄膜套；主筋钢筋的数量是一根或一根至五根；主筋钢筋是将分段的钢筋通过连接螺母连接的主筋钢筋结构。无粘结锚杆钢筋制备的预应力锚杆，无粘结主筋钢筋直接混凝土浇铸成预应力锚杆或锚杆下端再连接扩大头的注浆体或混凝土；扩大头的注浆体或混凝土内裹钢筋骨架或囊袋，钢筋骨架包括单根或若干钢筋、普通结构的钢筋笼、变直径钢筋笼；普通结构的钢筋笼、变直径钢筋笼时混凝土预制的管柱的抗浮抗拉锚杆；使用单根或若干钢筋锚杆钢筋连接单根或若干钢筋；囊袋中央仍设有单根或若干钢筋或钢筋笼。

Description

一种预应力无粘结锚杆钢筋、锚杆及施工工法 技术领域
本申请涉及新型的预应力锚杆，尤其是一种先张或后张预应力施加的抗浮抗拉锚杆及工法。用先张或后张预应力抗浮抗拉无粘结钢筋制备的抗浮抗拉钢筋锚杆及应用技术，并利用直通或扩大头等各种锚头一起组合形成后张预应力锚杆体系，克服抗浮变形、杆体能在自由段弹性变形，涉及一种克服抗浮直通或扩大头带施加预应力的锚杆体系乃至抗压桩体系。
背景技术
直通或扩大头预应力锚杆技术是一种新型的地下工程应用技术，符合国家倡导的“节能减排、绿色发展”精神。在解决地下室抗浮、基坑支护等方面，与一般传统工艺相比，更加的经济、环保；同时在成本、工期与耐久性等方面，也有较大的优势。随着扩体预应力锚杆技术的推广，越来越多的工程采用扩体预应力锚杆技术进行地下室抗浮、基坑支护等。与此同时，大量的工程实践表明，预应力锚杆的承拉力远大于普通锚杆，普通锚杆变形位移的较大，因而在位移控制方面比传统的桩基础要求更高，因此如何更好的控制锚杆的变形，是对扩体锚杆技术改进的一个方向。公知的是，预应力锚杆变形包括杆体自由段弹性变形和扩大头锚固段的土体蠕变变形两种，需要有相对应的产品和工法，也涉及承压型直通或变直径钢筋笼扩体锚杆预应力工法。
CN201310321525.0给出一种预应力钻锚注锚索及支护方法，预应力钻锚注锚索包括装有套头的中空注浆锚索和套筒、锁具、垫圈、托盘；套筒前端设有钻头，套筒上设有锚固孔和螺纹。中空注浆锚索带动套筒钻孔，反转时中空注浆锚索通过螺纹向里推进，其套头前端的金属钉刺破套筒内部的锚固剂包装，将锚固剂混合后通过套筒上的锚固孔排出，充满套筒与钻孔壁间的空隙，起到锚固作用。实现对松散煤岩的一次性钻锚注支护，既解决了松散煤岩钻孔卡钻塌孔致使锚索不易进入的难题。
CN201710363883一种克服抗浮固定直径锚头或扩大头锚杆体系变形的工法是本申请人在先申请，当钻孔钻进至设计深度，能够开展高压旋喷施工或机械扩孔施工，放下锚杆的拉杆与固定直径锚头或扩大头，扩大头到位后扩大机构将扩大头扩大至设计尺寸，然后高压注浆或灌注混凝土在扩体段和整个自由段成桩；锚杆中拉杆采用能施加预应力的螺纹钢筋；绑扎螺旋箍筋以及基底上的基础底板钢筋，绑扎过程中避免碰撞预应力钢筋；最后，支模浇筑基础混凝土基础底板。
用先张法预制预应力锚杆杆件技术参见下述：工程实际表明；承压型变直径钢筋笼扩体锚杆的位移由杆体的弹性变形和扩体段的滑移(塑性变形)两部分组成。
扩大头锚杆技术是一种新型的地下工程应用技术，符合国家倡导的“节能减排、绿色发展”精神。在解决地下室抗浮、基坑支护等方面，与一般传统工艺相比，更加的经济、环保；同时在工期与耐久性等方面，也有较大的优势。随着扩体锚杆技术的推广，越来越多的工程采用扩体锚杆技术进行地下室抗浮、基坑支护等。与此同时，大量的工程实践表明，锚杆的承拉力 远大于普通锚杆，其变形位移的尺度大，因而在位移控制方面比传统的桩基础大，因此如何更好的控制锚杆的变形，是对扩体锚杆技术改进的一个方向。经过试锚试验，其在极限抗拔力作用下，锚杆的最大变形81.6mm，残余变形约31.3mm，则其发生的实际弹性变形为50.3mm。由此可见，锚杆的弹性变形占锚杆最大变形量的50％以上。
锚杆扩体段的受压土体塑性变形及残余变形，与扩体段承受的端压力有关以及所在土层性质相关，与杆体采用的钢筋根数无关。
锚杆自由段杆体的弹性变形控制，杆体的弹性变形即钢筋的弹性变形主要由杆体钢筋的截面积、钢筋的弹性模量以及杆体的长度控制。轴向拉压变形公式:
Figure PCTCN2020130210-appb-000001
以南京某项目地下室抗浮锚杆为例，锚杆总长13m(其中锚杆普通段长10.0m，直径200mm；扩体段直径750mm，长3.0m)，抗拔特征值500KN的锚杆为例。抗拔锚杆理论弹性位移量计算表如下：
Figure PCTCN2020130210-appb-000002
在极限荷载的状态下，锚杆的理论自由变形达51.75mm。
经过试锚试验，其在极限抗拔力作用下，锚杆的最大变形81.6mm，残余变形约31.3mm，则其发生的实际弹性变形为50.3mm。由此可见，锚杆的弹性变形占扩大头锚杆最大变形量的50％以上。
对于扩大头抗浮锚杆变形的控制，现阶段主要方法是通过后张法施加预应力来解决锚杆自由段的弹性变形，实施步骤是，在主体结构底板浇筑完成以后，在底板上开槽，通过底板作为施加预应力的支点，然后施加预应力完成后，再后浇开槽处混凝土完成锚杆锁定。这种变形控制的方法主要缺陷在于，需要在底板施工完成并达到设计强度后才能施加预应力，这样会大大延误工期，同时施加预应力时需要在主体结构底板上开槽，对主体结构产生不同程度的破坏，对地下室防水产生不利影响，同时对基坑降水要求更长，相对成本增加更多。未解决承压型直通或变直径钢筋笼扩体锚杆自由段变形的控制的方法。
本申请人在先：CN2017103638836一种预制预应力锚杆杆件及施工工法；CN2017103638836一种克服抗浮固定直径锚头或扩大头锚杆体系变形的工法，但预应力锚杆杆件仍有改进之处。即先张或后张预应力抗浮抗拉钢筋锚杆部件，主要是以无粘结精轧钢筋作为锚杆的主筋。
发明内容
本申请目的是，提出一种先张或后张预应力抗浮抗拉锚杆钢筋、锚杆及工法。即制备的抗浮抗拉钢筋锚杆能用后张法预制预应力的锚杆杆件及应用技术，并利用直通或扩大头等各种锚头一起组合形成预应力锚杆体系，克服抗浮变形、杆体能在自由段弹性变形，通过新的方法在制备杆件后再施加预应力并得到了预应力锚杆的成品进行应用，从而不但达到控制承压型直通或变直径钢筋笼扩体预应力锚杆工程实践中变形量的目的，尤其是达到节省施工时间、节约成本、提高工程质量和效率的效果。同时还提供减小预应力锚杆工作状态下的土体蠕变变形的工法。
本申请的技术方案是，一种先张或后张预应力抗浮抗拉锚杆钢筋，包括主筋钢筋(包括主筋钢筋或将主筋钢筋通过连接螺母的主筋钢筋连接结构)作为基本承力的结构，主筋钢筋为精轧无粘结钢筋或普通钢材或其它承力材料，主筋钢筋表面设有防腐油脂层，防腐油脂层外设有塑料薄膜套或其他材质的套管；通过涂防腐油脂层装置涂防腐油脂层，涂防腐油脂层无粘结筋通过塑料挤压机涂刷聚乙烯或聚丙烯塑料薄膜，再经冷却筒模成型塑料套(管)；在塑料套外采用包括混凝土或水泥砂浆、水泥浆或其他能固化材料包裹并凝结固化；预应力后施加在主筋钢筋(固定完成后施加预应力)，形成预应力锚杆杆件；将主筋钢筋，用螺母锁定，张拉钢筋施加预应力后，形成预应力锚杆杆件。
预应力无粘结锚杆钢筋可以制备为普通的等直径预应力的预应力锚杆；亦可以制备为下端连接结构为扩大头的注浆体或混凝土；扩大头的注浆体或混凝土内可以制备钢筋骨架或囊袋，钢筋骨架包括单根或若干钢筋、普通结构的钢筋笼、变直径钢筋笼；普通结构的钢筋笼、变直径钢筋笼时抗浮抗拉锚杆钢筋下端接钢筋笼或变直径钢筋笼的主筋，使用单根或若干钢筋连接；囊袋中央可设有单根或若干钢筋或钢筋笼。预应力无粘结锚杆钢筋可以制备成为混凝土预制的管柱。
主筋钢筋将分段的钢筋通过连接螺母连接的主筋钢筋结构。
制备锚杆时，主筋钢筋的端部设有扩大头骨架，扩大头骨架包括钢筋、钢筋笼或能扩大直径的变直径钢筋笼；主筋钢筋与扩大头骨架浇筑混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化成锚杆与扩大头；锚杆是在施加应力的条件下施加混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化。
尤其是主筋钢筋的端部设有钢筋笼或能扩大直径的(变直径)钢筋笼；主筋钢筋与钢筋笼施加混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化成锚杆。根据施加预应力的设计要求，主筋为钢筋，并配置钢筋配筋材料，配筋材料包括钢筋笼、箍筋、钢套筒、钢丝网笼、承压板、承压法兰螺母；钢筋主筋与配置钢筋配筋材料一并凝结固化构成锚杆杆件。后施加的预应力抗浮抗拉钢筋锚杆的主钢筋，钢筋的抗浮抗拉应力得以充分体现。
构成无粘结先张或后张预应力抗浮抗拉钢筋锚杆，防腐油脂层为防腐油脂或防腐 沥青或聚合物材料。
所述无粘结钢筋、锚杆杆件的主筋钢筋与扩大头的注浆体或混凝土内钢筋笼的主筋为连接锚杆主筋一体的无粘结锚杆钢筋，能施加后张预应力；亦可以根据设计和规范的要求，设置全部或一部分有粘结。所述无粘结锚杆钢筋、无粘结锚杆可以制备为非扩大头等直径普通的预应力锚杆，置备一根或一根以上无粘结钢筋、承压板、锚固装置等，无粘结锚杆主钢筋为连接一体的无粘结锚杆钢筋，能施加后张预应力；亦可以根据设计和规范的要求，设置全部或一部分有粘结。
螺母连接器以后连接方式对锚杆进行连接。
所述锚杆杆件主筋钢筋的前端，设有与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接或连接的装置，形成预制预应力锚杆体系。
组合装配式锚杆组件构成一个实际应用抗压抗拉(主要是抗拉，且效果更好)的工程件。延长接续式锚杆是锚杆能够接续成延长化的杆件并最后成为组件。
设有非扩大头的即等直径的预应力锚杆，预应力锚杆包括备置一根或一根以上无粘结钢筋、承压板、锚固装置，无粘结锚杆主钢筋为连接一体的无粘结锚杆钢筋，能施加后张预应力。
对先张式预应力抗浮抗拉钢筋锚杆进行预应力的固定一般采用两种方式，一种方式是在施加预应力的同时在施加预应力的钢筋上浇筑混凝土，混凝土凝固后则成；混凝土与锚杆紧密粘结，即有粘结锚杆；第二种，本申请可以采用预制管柱构成一种空心锚杆的预应力结构，便于工厂化生产，且重量可控，运输成本并不高，预应力的施加质量和标准在工厂更易控制和把握。用本申请无粘结钢筋锚杆或上述成品管柱(可以称为空心锚杆柱)，此为锚杆钢筋的外套管柱，用锚杆钢筋穿过本申请的成品管柱，用成品管柱时，用中央有孔且大于管柱内径的承载板(亦可称锚垫板等)置于成品管柱的两端，承载板表面露出的锚杆被施加应力时用螺母将钢筋端固定在承载板或将钢筋端焊接固定在承载板上，钢筋可以是单根精轧锚杆钢筋，也可以是数根锚杆钢筋，数根锚杆钢筋时承载板要有多孔和多根钢筋的预应力施加装置；总体而言，在后施加工艺需要在施工过程中进行，在工程上比较麻烦，设备要拉到现场。
本申请是抗浮抗拉组合锚杆组件(分有粘结、和无粘结锚杆两种)并有相应的工法。无粘结钢筋锚杆或上述成品管柱时，但成品管柱内也可以采用无粘结钢筋作为锚杆钢筋；混凝土与锚杆内钢筋是无粘结的，锚杆内钢筋在管柱内或在塑料薄膜套内均可以伸缩或滑动，不会影响到后张法、即在施工现场施加预应力，在对钢筋施加预应力同时再紧固螺母。
无粘结钢筋锚杆也是可与本申请空心锚杆管柱相配合，可以匹配先张或后张预应力抗浮抗拉无粘结锚杆钢筋，先张式预应力抗浮抗拉钢筋锚杆可以连接到额定长度并可连接变直径的扩大头钢筋笼，构成本申请实用的工程系统。
锚杆主要受力件用主筋钢筋(包括主筋钢筋或将主筋钢筋通过连接螺母的主筋钢筋连接结构)作为基本承力的结构，主筋钢筋可以采用普通的钢筋、包括精轧钢筋或再加表面防腐的处理，无粘结锚杆钢筋还能具有如下结构：主筋钢筋表面设有防腐油脂层，防腐油脂层外设有塑料薄膜套；通过涂防腐油脂层装置涂防腐油脂层，涂防腐油脂层无粘结筋通过塑料挤压机涂刷聚乙烯或聚丙烯塑料薄膜，再经冷却筒模成型塑料套(管)；在塑料套外采用包括混凝土或水泥砂浆、水泥浆或其他能固化材料包裹并凝结固化；预应力后施加在主筋钢筋(固定完 成后施加预应力)，形成预应力锚杆组件；将主筋钢筋，用螺母锁定，张拉钢筋施加预应力后，形成预应力锚杆组件。
本申请塑料薄膜套钢筋、尤其是后张预应力抗浮抗拉钢筋锚杆应用时，预应力的主筋钢筋其实形成一自由段的钢筋，但不再伸长，具有应力施加的作用。
先张或后张预应力抗浮抗拉钢筋锚杆及工法。即制备的抗浮抗拉钢筋锚杆能用后张法预制预应力的锚杆组件及应用技术，并利用直通或扩大头等各种锚头一起组合形成后张预应力锚杆体系，克服抗浮变形、杆体能在自由段弹性变形，通过新的方法在制备杆件后再施加预应力并得到了预应力锚杆的成品进行应用，从而不但达到控制承压型直通或变直径钢筋笼扩体预应力锚杆工程实践中变形量的目的，尤其是达到节省施工时间、节约成本、提高工程质量和效率的效果。同时还提供减小预应力锚杆工作状态下的土体蠕变变形的工法。
主筋钢筋的端部设有钢筋笼或扩大直径(变直径)钢筋笼；混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化；根据施加预应力的设计要求，主筋为钢筋，并配置钢筋配筋材料，配筋材料包括钢筋笼、箍筋、钢套筒、钢丝网笼、承压板、承压法兰螺母；钢筋主筋与配置钢筋配筋材料一并凝结固化构成锚杆组件。后施加的预应力抗浮抗无粘结钢筋锚杆的主钢筋，钢筋的抗浮抗拉应力得以充分体现。
构成无粘结先张或后张预应力抗浮抗拉钢筋锚杆，防腐油脂层为防腐油脂或防腐沥青或聚合物材料。
所述锚杆组件主筋钢筋的前端，设有与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接或嫁接的装置，形成预制预应力锚杆体系。
锚杆组件主筋钢筋，施加后张预应力锚杆组件内钢筋的数量，是一根或者一根以上，但一般不多于15根(否则成混凝土桩了)，钢筋的规格、性能、强度、直径可根据设计要求确定；预应力锚杆组件的长度、横截面的形状和面积，则根据工程技术要求设定；当工程需要杆件的长度超长时，可以采取用螺母连接器的方式或其他方式，将两根或两根以上的钢筋杆件加以连接，以达成所需的长度；钢筋螺母连接器也可以预先埋设在锚杆内。
所述的无粘结钢筋、锚杆组件、可变径钢筋笼，立体几何形态包括但不限于：立方体、多面体、正多面体、四面体、长方体、圆柱、圆台、棱柱、棱台、圆锥、棱锥、竹节状、串状、凸凹状，其可以是实心的，亦可以是空心的；平面横截面的形状包括但不限于：正方形、长方形、三角形、四边形、菱形、梯形、多边形、圆、椭圆、圆环、扇形、弓形；锚杆组件可以是实心的，亦可以是空心的截面。
所述的无粘结钢筋、锚杆组件、可变径钢筋笼，主筋和配筋可以选择使用的材料，包括但不限于钢材、钢绞线、玻璃纤维、树脂、玻璃纤维增强树脂、芳纶纤维、碳纤维、石墨烯、碳元素相关的材料及其复合材料、高分子、高分子聚合物材料、纳米材料、金属材料和非金属材料。
本申请适用领域包括但不限于抗浮抗拉的功能性应用，应用包括建筑、道路、矿山开采、隧道桥梁、基坑和山体护坡、地质灾害处理；也用于抗压工程等领域。所述的预制预应力锚杆杆体，可以根据工程设计用途的需要，也可以作为预制预应力抗压桩使用。
先张或后张法采用预制预应力锚杆体其应用工法的步骤是：用于克服抗浮固定直径锚头或扩大头预应力锚杆变形的工法，钻孔至设计深度，开展高压旋喷施工或机械扩孔施工，成孔后，放置锚杆钢筋件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连 接，带变径钢筋笼的扩大头到位后，释放约束机构使变径钢筋笼扩大至设计尺寸，然后注浆或灌注混凝土在变径钢筋笼扩体段浇筑为锚头；锚杆钢筋的顶部通过埋入套住钢筋(拉杆)的法兰螺母(成套件)固定，或可通过锚板并用螺母固定，与基础底板的钢筋骨架体系连接，；注浆或灌注混凝土在钢筋与孔的空隙处，完成预应力锚杆件；最后，安装支模浇筑混凝土基础底板固定锚板。再后张法施加应力(后加应力)时用法兰螺母(成套件)固定；而采用预制预应力锚杆组件时不需要后加应力。先张法无需要施加应力，已经制备成预制预应力单元。
当锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接时，采取在锚杆组件的下端，预留与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头的长度相适应钢筋，在锚头底部分与锚垫板进行连接(钢筋的焊接或主筋通过连接螺母连接)，也可以留有适当的钢筋长度，和成品锚头顶部用连接螺母连接；通过改进杆件和锚头，使锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头成为一个有机整体，锚杆与钢筋笼的主筋为连接一体的能后张旋加应力的无粘接钢筋。
采用先张法制备成的预制预应力锚杆时，放置预制预应力锚杆组件与变直径钢筋笼，采用多根预制预应力锚杆件单元，选择两根至若干根不同定尺的锚杆单元接成所需要长度的锚杆件；连接的方法的最低的一根与锚头上端若干根不同定尺的锚杆可以方便接成所需要长度的锚杆件；无需施加应力(后加应力，拉伸应力)即用法兰螺母(成套件)固定；注浆或灌注混凝土在变径钢筋笼扩体段浇筑为锚头及注浆或灌注混凝土在钢筋的与单元连接处及单元周边的空隙处。
所述的后张法预制预应力锚杆组件的钢筋笼，当锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接时，采取在锚杆组件的下端，预留与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头的长度相适应钢筋，在锚头底部与锚垫板进行连接，也可以留有适当的钢筋长度，锚杆组件的钢筋下端和成品锚头顶部用连接螺母连接；或通过改进锚杆件和锚头，使锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头成为一个有机整体后。施加应力能作用于本申请的锚杆与钢筋笼的主筋。
混凝土预制的管柱的钢筋骨架在底端是连接件，可以通过固定方式、尤其是螺接或焊接等方式与下端的钢筋笼(尤其是本申请人率先提出的变直径钢筋笼连接，尤其是主筋的连接，变直径钢筋笼的中央需要主筋，变直径钢筋笼主筋需要预应力，从而形成一个直径大于混凝土预制的管柱的混凝土基础，此基础通过注浆管注浆；具有更大的抗拉及抗压的能力。)因此，本申请是混凝土预制的管柱枙组合装配式抗浮抗拉锚杆杆件组合件的一个元件。
本申请配合先张或后张预应力抗浮抗拉钢筋锚杆，尤其是先张式预应力抗浮抗拉钢筋锚杆及系统。锚杆用主筋钢筋(包括主筋钢筋或将主筋钢筋通过连接螺母的主筋钢筋连接结构)作为基本承力的结构，主筋钢筋可以采用普通的钢筋、包括精轧钢筋或再加表面防腐的处理，主筋钢筋还能具有如下结构：主筋钢筋表面设有防腐油脂层，防腐油脂层外设有塑料薄膜套；通过涂防腐油脂层装置涂防腐油脂层，涂防腐油脂层无粘结筋通过塑料挤压机涂刷聚乙烯或聚丙烯塑料薄膜层，再经冷却筒模成型塑料套(管)；在塑料套外采用包括混凝土或水泥砂浆、水泥浆或其他能固化材料包裹并凝结固化；预应力后施加在主筋钢筋(固定完成后施加预应力)，形成预应力锚杆杆件；将主筋钢筋，用螺母锁定，张拉钢筋施加预应力后，形成预应力锚杆。
本申请无粘结钢筋即塑料薄膜套钢筋、尤其是后张预应力抗浮抗拉钢筋锚杆应用时， 预应力的主筋钢筋其实形成一自由段的钢筋，可以后张施加应力。
先张或后张预应力抗浮抗拉钢筋锚杆及工法是本申请的优点。但制备的抗浮抗拉钢筋锚杆尤其是能用后张法预制预应力的锚杆杆件及应用技术，并利用直通或扩大头等各种锚头一起组合形成后张预应力锚杆体系，克服抗浮变形、杆体能在自由段弹性变形，通过新的方法在制备杆件后再施加预应力并得到了预应力锚杆的成品进行应用，从而不但达到控制承压型直通或变直径钢筋笼扩体预应力锚杆工程实践中变形量的目的，尤其是达到节省施工时间、节约成本、提高工程质量和效率的效果。同时还提供减小预应力锚杆工作状态下的土体蠕变变形的工法。施工方法和后张法一样，但是凝固后施加预应力的后张法制备时，预应力钢筋为无粘结钢筋，与混凝土不直接接触，处于无粘结的状态。无粘结预应力筋是带防腐隔离层和外护套的专用预应力筋。无粘结预应力筋对锚具安全可靠性、耐久性的要求较高；由于无粘结预应力筋与混凝土纵向可相对滑移，预应力筋的抗拉能力也能充分发挥，可以配置一定的体内有粘结剂的混凝土以限制混凝土的裂缝。
有益效果：无粘结预应力筋施工方法和后张法一样，但是预应力钢筋与混凝土不直接接触，预应力钢筋处于无粘结的状态。无粘结预应力筋是带防腐隔离层和外护套的专用预应力筋。无粘结预应力钢筋对锚具安全可靠性、耐久性的要求较高；由于无粘结预应力筋与混凝土纵向可相对滑动，预应力筋的抗拉能力能充分发挥。
无粘结预应力筋具有自身的特点：1、构造简单、自重轻。不需要预留预应力筋孔道，适合构造复杂、曲线布筋的构件，构件尺寸减小、自重减轻。2、施工简便、设备要求低。无需预留管道、穿灌浆等复杂工序，在中小跨度桥梁制造中代替先张法可省去张拉支架，简化了施工工艺，加快了施工进度。3、预应力损失小、可补拉。预应力筋与外护套间设防腐油脂层，张拉摩擦损失小，使用期预应力筋可补张拉。4、抗腐蚀能力强。涂有防腐油脂、外包PE等护套的无粘结预应力筋，具有双重防腐能力。可以避免因压浆不密实而可能发生预应力筋锈蚀等危险。5、使用性能良好。采用无粘结预应力筋和普通钢筋混合配筋，可以在满足极限承载能力的同时避免出现集中裂缝，使之具有有粘结部分预应力混凝土相似的力学性能。6、抗疲劳性能好。无粘结预应力筋与混凝土纵向可相对滑移，使用阶段应力幅度小，无疲劳问题。7、抗震性能好。当地震荷载引起大幅度位移时，可滑移的无粘结预应力筋一般始终处于受拉状态，应力变化幅度较小并保持在弹性工作阶段，而普通钢筋则使结构能量消散得到保证无粘结预应力筋施工方法和后张法一样，但是预应力筋与混凝土不直接接触，处于无粘结的状态。无粘结预应力筋是带防腐隔离层和外护套的专用预应力筋。
本申请完全可以先张法进行应用，即使采用后张法预制预应力锚杆虽然钢筋有变形量，但整体上预应力锚杆无大的位移。在施工中施加预应力并浇注，现场的操作后加预应力使得锚杆的拉力效果最佳(从扩大头的主筋到锚杆主筋一体化全部施加预应力)，但现场的施工控制要求较高。本申请通过后加预应力锚杆的运用，使其承载力达到设计所需要的施加预应力值，预应力锚杆自由段的变形量可以不断调节，同时本方案施工更加简单，对基础的施工基本无影响。对于提高工程质量和技术的安全性，有着积极的作用。
本申请尤其是锚杆与下端与变径钢筋笼及注浆体或混凝土锚头的结合在力学上得到强大基础支撑，且抗拉力传递可靠，能够使锚杆的抗拉力提高2倍以上。锚杆主钢筋下端变径钢筋笼的主钢筋焊接或专用螺母连接器连接，可以保证连接的可靠性，变径钢筋笼 的主钢筋最好采用耐受强应力的高质钢筋。
附图说明
图1为本申请预应力锚杆制备示意图；
图2为本申请预应力锚杆示意图；
图3为本申请基底1上浇筑混凝土垫层2的示意图；即浇筑混凝土垫层；
图4为变直径钢筋笼扩体预应力锚杆上下端锚固段的示意图。
图5为本申请图4变直径钢筋笼扩体预应力锚杆钢筋笼扩大头的下端锚结构固示意图；
图6为无粘结锚杆钢筋结构示意图；
图7为空心管柱用锚杆钢筋的连接结构示意图；
图8为空心管柱用锚杆钢筋的先张法的单元及连接结构示意图；
图9为本申请锚杆件下端的连接结构示意图；
图10为本申请锚杆件下端的第二种连接结构示意图；
图11为本申请锚杆件下端的第三种连接结构示意图；
图12为本申请锚杆件下端的第四种连接结构示意图。
图13是本申请无粘结钢筋(或普通钢筋)应力锚杆结构示意图；
图14是本申请无粘结钢筋(或普通钢筋)应力锚杆结构示意图；与图13比较，本图是两根应力锚杆具有内连接螺母的连接成不同长度的锚杆；
图15是本申请钢筋裹混凝土构成应力锚杆的一种结构示意图；是两根应力锚杆具有内嵌式连接螺母的连接成不同长度的锚杆；
图16是本申请钢筋裹混凝土构成应力锚杆的一种结构示意图；是两根应力锚杆具有外露式连接螺母13的连接成不同长度的锚杆；
图17是本申请钢筋裹混凝土具有钢筋骨架3-7和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；
图18是本申请钢筋裹混凝土具有钢筋骨架3-7和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；与图17比较，设有内嵌式连接螺母。
图19是本申请钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；
图20是本申请钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；与图20比较，设有2-3根锚杆钢筋。
图21是本申请钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；
图22是本申请钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；但图中多根式锚杆钢筋3-1-1可以在端部外露；
图23是本申请钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成锚杆的一种结构示意图；但无应力螺母固定，另一端并设有连接螺母，可为内嵌式。
图24是本申请无粘结锚杆的结构示意图。
图25是本申请无粘结非扩大头等直径后张预应力锚杆的结构示意图；
图25-1是本申请另外一种无粘结非扩大头等直径后张预应力锚杆的结构示意图；
图26、图26-1、图26-2图、26-3是本申请非扩大头等直径部分粘结为锚固段，无粘结部分为自由段，底部或设有不变径钢筋笼、钢垫板及螺母或其他承载体的锚杆的结构示意图；
图27、图27-1、图27-2图、27-3是本申请一种无粘结非扩大头等直径带有螺旋筋的锚杆的结构示意图，其中箍筋为图中10-1。
具体实施方式
如图所示，图中零件示例：基底1、混凝土垫层2、浇筑后的锚杆或称锚杆件3、混凝土或砂浆浇筑制备的主筋或精轧粗钢筋外层的管柱即锚杆钢筋外层的混凝土或砂浆3-2、固定板或承载板3-4、施加预应力的螺母3-3、防腐油脂层3-6、塑料薄膜套3-5、限位器11、法兰螺母组件16-1用于在底板上固定锚杆钢筋(主筋或精轧粗钢筋)3-1，在后加应力时，法兰螺母组件16-1是在施加应力后要固定住主筋或精轧粗钢筋的预应力。止水胶条4、法兰螺母16、混凝土的底板8、混凝土的底板钢筋8-1、底板垫层8-2、钢筋笼10可以是直通式或扩大头的结构，图中为可变径的扩大直径的钢筋笼结构。注浆体12、螺母连接器13、导向帽14、扩大头15。囊袋17囊袋内混凝土体12-1、其它结构钢筋笼10-1；3-8中轴部位浇筑混凝土，3-1-1指多根式锚杆钢筋，一般不超过5根。尤其是单用一根精轧粗钢筋整体上贯通扩大头钢筋笼中央一直到锚杆。预制预应力锚杆用空心管柱在锚杆段(上段)应用。
无粘结钢筋锚杆结构中，防腐油脂层3-6、塑料薄膜套3-5可以一直延伸到包裹直通式或扩大头的钢筋主筋与钢筋底部承压板固定，无粘结钢筋浇筑混凝土凝固后再施加应力。
预制预应力锚杆用空心管柱，对配筋材料即骨架材料3-7采用竖钢筋、钢套筒、钢筋笼、钢丝网笼等施加预应力后，再与混凝土或水泥砂浆、水泥浆凝结固化，形成预制预应力管柱。本申请的实施例包括一种用于抗浮抗拉锚杆无粘结后张预应力的预制防腐钢筋杆件，和一种用先张法预制的组合装配式抗浮抗拉锚杆组件(分有粘结、和无粘结两种)及其工法。
混凝土预制的管柱能与下端的管柱活动连接：即混凝土预制的管柱的钢筋骨架在底端是连接件，可以通过固定方式、尤其是钢筋骨架件螺接或焊接等方式与下端的管柱连接。
如图1所示，预应力抗浮抗拉钢筋锚杆的结构示意图，包括主筋钢筋(钢筋杆，尤其是精铸钢筋，将精铸的主筋钢筋通过连接螺母的主筋钢筋连接结构)作为基本承力的结构，主筋钢筋表面设有防腐油脂层，防腐油脂层外设有塑料薄膜套；通过涂防腐油脂层装置涂防腐油脂层，涂防腐油脂层无粘结钢筋通过塑料挤压机涂刷聚乙烯或聚丙烯塑料薄膜，再经冷却筒模成型塑料套(管)；在塑料套外采用包括混凝土或水泥砂浆、水泥浆或其他能固化材料包裹并凝结固化；(后张)预应力施加在主筋钢筋，形成预制预应力锚杆组件；或将主筋钢筋穿入钢管内，张拉钢筋两段，施加预应力后，以钢管为支架，用螺母锁定，形成预制预应力锚杆组件。
先张预制预应力锚杆件，将锚杆钢筋3-1施加预应力后用混凝土或砂浆3-2包裹，混凝土或砂浆凝固达到设计强度后，钢筋混凝土制作成为预应力锚杆组件3。预应力锚杆组件内的配筋通常可选择包括但不限于/或者不选择配置钢筋笼、箍筋、钢套筒、钢丝网笼、承压板 (锚垫板)、承压法兰螺母或其他筋骨配筋材料。图中未画出。其中图1中：施加预应力的固定板或承载板(锚垫板)3-4、螺母3-3、钢筋3-1、锚杆3，预应力锚杆的钢筋，混凝土或砂浆3-2(可以是独立套筒的构造或类似套筒的构造，也可以是与施加应力的锚杆钢筋紧密浇筑的结构，无粘结钢筋亦可)。为了施加应力，独立套筒的构造需要有较好的耐压特性，套筒尤其为钢筋骨架且用达标号的水泥混凝土，预应力钢锚杆的前端固定能变径钢筋笼等；预应力锚杆组件的直径小于钻孔直径即可应用。
螺母是固定螺母，对施加预应力的钢筋螺纹螺母固定。
图2中混凝土或砂浆浇筑制备的主筋或精轧粗钢筋外层的混凝土或砂浆(即管柱)3-2与钢筋3-1的基本结构。
图3本申请基底1上浇筑混凝土垫层2的示意图；图3中基底1、混凝土垫层2、浇筑完成混凝土垫层；锚杆组件3、止水胶条4、止水胶条4是要嵌入法兰螺母16中央进行止水的。尤其是对地下室地表平面的锚固的上端固定处采用止水胶条4。
本申请是抗浮抗拉组合锚杆组件(分有粘结、和无粘结锚杆两种)并有相应的工法。无粘结钢筋锚杆或上述成品管柱，成品管柱内也可以采用无粘结钢筋作为锚杆钢筋；混凝土与锚杆内钢筋是无粘结的，锚杆内钢筋在管柱内或在塑料薄膜套内均可以伸缩或滑动，不会影响到后张法、即在施工现场施加预应力，在对钢筋施加预应力同时再紧固螺母。
图4为承压型变直径钢筋笼扩体预应力锚杆上下均有锚固段的示意图中：基底1、混凝土垫层2、浇筑后的锚杆组件3、止水胶条4、法兰螺母16、上层的混凝土的底板8、混凝土的底板钢筋8-1、底板垫层8-2、钢筋笼10可以是直通式或扩大头的结构。注浆体12、螺母连接器13、导向帽14、扩大头15、在底板上锁定的法兰螺母16。螺母连接器或称连接螺母13，是精轧钢筋的螺接连接装置，采用螺母作为连接结构件连接精轧钢筋的螺纹(从端部开始)，精轧钢筋的螺纹只要进入螺母内一定长度，可以保证连接强度；连接螺母长度为15-25厘米，标准为20厘米，可以用作锚杆需要的不同长度的连接，也可以用于锚杆与变直径钢筋笼主筋的连接结构，焊接也是一种主筋的连接方式；如以精轧钢筋的锚杆元件为实施例：制备或准备3、4、5、7米定尺的精轧钢筋的锚杆，用不同的定尺的精轧钢筋用连接螺母13连接成不同长度需求的锚杆，例如，两根不同定尺的锚杆可以方便接成从7到14米的不同长度的锚杆件。三根不同定尺的锚杆可以方便接成15到21米的不同长度的锚杆。四根可以制备更长的锚杆件。本申请的锚杆在上部的连接结构采用与混凝土的底板8和法兰螺母16、混凝土的底板8包括混凝土的底板钢筋8-1上浇筑底板垫层8-2，法兰螺母16用于在建筑物等的上表面上固定混凝土的底板8上，使锚杆组合件能够锚固建筑物或锚杆组合件上端固定的表面层。
图5中扩大头钢筋笼的限位螺母11(对可变径的扩大直径的钢筋笼在主筋或精轧粗钢筋3-1上进行限位。也可以为不扩大直径的钢筋笼10)，也可与螺母连接器或称连接螺母13一体化，承载板螺母16-1在钢筋笼10主钢筋底部托住承载板；不扩大直径的钢筋笼或可扩大直径的钢筋笼中央主筋亦为无粘结锚杆钢筋。如图6的结构。防腐油脂层3-6、塑料薄膜套3-5可以一直延伸到包裹直通式或扩大头的钢筋笼10的主筋(主筋主要使用精轧钢筋)，防腐油脂层3-6、塑料薄膜套3-5并可以包裹螺母连接器13，单用一根精轧粗钢筋整体上贯通扩大头到锚杆。底部的承载板3-4可以参见图13。
图6为无粘结锚杆钢筋结构示意图；图6所示，无粘结锚杆钢筋如下结构：定锚杆钢筋(主筋或精轧粗钢筋)3-1在中央，先包裹一层防腐层(防腐油脂层)3-6、防腐层外层为塑料薄膜套3-5，包括包裹住螺母连接器。无粘结锚杆的钢筋上还可以设有钢筋骨架3-7(图8画出了这个)、在塑料套外采用包括混凝土或水泥砂浆、水泥浆或其他能固化材料包裹并凝结固化并包裹住钢筋骨架3-7，被称为锚头。主筋钢筋表面设有防腐油脂层，防腐油脂层外设有塑料薄膜套；通过涂防腐油脂层装置涂防腐油脂层，涂防腐油脂层无粘结筋通过塑料挤压机涂刷聚乙烯或聚丙烯塑料薄膜，再经冷却筒模成型塑料套(管)。
预应力后施加指在施工过程中主筋钢筋(施加预应力再用螺母固定)，形成预应力锚杆组件。先张预应力即预应力预制锚杆件：先行将主筋钢筋，用螺母锁定，张拉钢筋施加预应力后，形成预应力锚杆组件单元。
采用预制管柱(内有钢筋骨架)构成空心锚杆，管柱此为锚杆钢筋的外套管柱，用锚杆钢筋穿过管柱，用成品管柱时，用中央有孔且大于管柱内径的承载板置于成品管柱的两端，承载板的也可以是内嵌式，只要直径大于钢筋骨架直径，管柱能够支撑预应力。
图7为空心管柱用锚杆钢筋的连接结构示意图；无粘结锚杆钢筋或有粘结锚杆钢筋均可，图中画出的是无粘结锚杆钢筋，但采用空心管柱不影响锚杆钢筋的管柱内的伸缩。可以用于先张或后张预应力的两种情况的结构。空心管柱的连接端并不需要受很大的力，但不排除空心管柱的端端之间具有钢筋骨架3-7的连接和混凝土的连接。
图8为空心管柱用锚杆钢筋的先张法的单元及连接结构示意图，钢筋采用无粘结锚杆钢筋或有粘结锚杆钢筋均可，图中画出了单元的管柱的钢筋构成的锚杆件，混凝土或砂浆浇筑制备成主筋或精轧粗钢筋外层的管柱3-2，将穿过管柱中央孔的无粘结锚杆钢筋或有粘结锚杆钢筋在管柱的两端用固定板或承载板3-4作垫，施加预应力的螺母3-3固定在锚杆钢筋(精轧钢筋)螺纹，且锚杆钢筋被施加应用时螺旋固定。螺母连接器13在两根钢筋的上下端作为连接装置。
相对而言，图8预制预应力锚杆件单元构成实用的组合装配式结构，尤其是先张应力的预应力预制锚杆件单元，每个单元的端部设有一固定的螺母连接器或连接螺母与本单元的钢筋连接，每个单元的端部的第二端为凸出的钢筋，与相邻单元的端部的固定的螺母连接器匹配；预应力预制锚杆件单元制备或准备成3、4、5、7米定尺的单元(净长度)，用不同的定尺的单元相互用内嵌的连接螺母13连接成不同长度需求的锚杆件，例如，两根不同定尺的锚杆单元可以方便接成从7到14米的不同长度的锚杆件。三根不同定尺的锚杆可以方便接成15到21米的不同长度的锚杆件。
图4、5、8给出的是锚杆下端与变径钢筋笼及注浆体或混凝土的连接结构，此实施例虽然效果最佳，但本申请不排除锚杆下端其它连接结构，包括括普通钢筋笼及注浆体或混凝土、无钢筋笼的注浆体或混凝土(扩大头与非扩大头均可)，包括囊袋内裹或外裹注浆体或混凝土。
但如图9-12均给出各种连接结构(均是扩大头连接结构，非扩大头结构亦完全可用，亦未超出本申请的范围)，但连接结构中均有一根以上钢筋与锚杆钢筋的下端固定；一根以上钢筋可以指一根较粗的钢筋，也可以是分散的若干根细钢筋(若干根细钢筋总的截面积不低于锚杆钢筋的截面积)均匀分布在注浆体或混凝土内部。
无粘结钢筋或普通钢筋(一般采用精轧螺纹钢筋)与本申请空心锚杆管柱相配合，可以匹配先张或后张预应力抗浮抗拉锚杆，先张式预制预应力抗浮抗拉钢筋锚杆件单元可以连接到额定长度并可连接变直径的扩大头钢筋笼，构成本申请实用的工程系统。
考虑到主(筋)钢筋的螺母连接即螺纹连接，则采用精轧螺纹钢筋较好，一般螺纹纲不能具有连接牢固的螺纹。
可以和预制预应力锚杆用管柱、连接和锁锚螺母，组成预制组合装配式抗浮抗拉预应力锚杆杆件总成以外，亦可以作为预制预应力无粘结钢筋部件独立商品，用于采用后张法解决预应力问题的各类锚杆应用方案中，用作预制预应力锚杆杆件空心管柱中的钢筋时，亦可以根据设计需要选择不设置油脂和套管。
抗浮抗拉预应力锚杆用组合装配式无粘结预应力钢筋部件及其加长形态，可以灌注混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化，独立形成预应力后张法施加预应力锚杆的应用。锚杆下端与扩大头内设有的钢筋笼、扩大直径(变直径)钢筋笼、固定直径钢筋笼、囊袋、锚板或其他锚头承载体进行嫁接，成为一个有机骨架整体，灌注混凝土或水泥砂浆、水泥浆或其他能固化材料包裹，并凝结固化，再通过后张法施加应力，形成扩大头预应力锚杆桩应用。钢筋笼中央主筋尤其为无粘结锚杆钢筋。单用一根精轧粗钢筋整体上贯通扩大头到锚杆。
主筋和配筋可以选择使用的材料，包括但不限于钢材、钢绞线、玻璃纤维、树脂、玻璃纤维增强树脂、芳纶纤维、碳纤维、石墨烯、碳元素相关的材料及其复合材料、高分子、高分子聚合物材料、纳米材料、金属材料和非金属材料。
对本申请管柱配筋材料竖钢筋、钢套筒、钢筋笼、钢丝网笼施加预应力后，再与混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化，亦可以灌注成实心的，从而形成预制预应力管柱，亦可以作为预制预应力管柱独立的商品锚杆使用。
所述的一种预制组合装配式抗浮抗拉预应力锚杆杆件及其应用，预制组合装配式抗浮抗拉预应力锚杆杆件、预制预应力锚杆用管柱、抗浮抗拉锚杆用预制预应力无粘结钢筋部件，及其加长形态，都可以灌注混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化，独立形成预应力锚杆体应用。
所述的一种预制组合装配式抗浮抗拉预应力锚杆杆件及其应用，所述的无粘结钢筋、锚杆杆件、钢筋笼，立体几何形态包括但不限于：立方体、多面体、正多面体、四面体、长方体、圆柱、圆台、棱柱、棱台、圆锥、棱锥、竹节状、串状、凸凹状，其可以是实心的，亦可以是空心的；平面横截面的形状包括但不限于：正方形、长方形、三角形、四边形、菱形、梯形、多边形、圆、椭圆、圆环、扇形、弓形；锚杆杆件可以是实心的，亦可以是空心的截面。
配合图8的结构，本申请锚杆钢筋的管柱本身也能够构成一种空心锚杆的元件单元，尤其是制备或准备成3、4、5、7米定尺的单元(净长度)，有粘结和无粘结锚杆钢筋均能够应用，便于工厂化生产，且重量可控，运输成本并不高，预应力的施加质量和标准在工厂更易控制和把握。
本申请是抗浮抗拉组合锚杆组件(分有粘结、和无粘结锚杆钢筋两种)并有相应的基本相同的工法。先张与后张法的工法有所区别；
抗浮抗拉组合锚杆组件采用无粘结锚杆钢筋、普通钢筋及上述成品管柱，即成品 管柱内可以采用无粘结钢筋或普通钢筋作为锚杆钢筋；混凝土与锚杆内钢筋是无粘结的，锚杆内钢筋在管柱内或在塑料薄膜套内均可以伸缩或滑动，不会影响到后张法、即在施工现场施加预应力，在对钢筋施加预应力同时再紧固螺母，构成预应力锚杆件。
图9中锚杆件下端的连接结构为扩大头的注浆体或混凝土，注浆体或混凝土内有主钢筋和钢筋笼，以及承载板套接在主钢筋或分散钢筋上和承载板的下端有螺母固定。图9还表示本申请的无粘结或普通锚杆与变径钢筋笼扩大头的注浆体或混凝土结构示意图；注浆体或混凝土内钢筋笼也可以为普通结构的钢筋笼，无扩径结构，但混凝土为扩大头，以及单独一块承载板套接在主钢筋底部，承载板的下端有螺母固定。
图10中锚杆件下端的连接结构为扩大头的注浆体或混凝土，注浆体或混凝土内有主钢筋(尤其是无粘结锚杆钢筋)或分散钢筋，注浆体或混凝土与囊袋结合，囊袋可内裹部分注浆体或混凝土在扩大头的中央部位，如图中所示，亦可再设承载板套接在主钢筋上和承载板的下端有螺母固定。图10中锚杆件下端的连接结构为扩大头的注浆体或混凝土，图中为囊袋结构，如图中所示。注浆体或混凝土内还可以再设有有主钢筋(尤其是无粘结锚杆钢筋)或分散钢筋，注浆体或混凝土与主钢筋或分散钢筋、囊袋结合，主钢筋穿过内裹部分注浆体或混凝土扩大头的中央部位。囊袋外裹亦可。
图11-12为锚杆件(尤其是无粘结锚杆)下端的第三四种连接结构示意图；图11中锚杆件下端的连接结构为扩大头的注浆体或混凝土，注浆体或混凝土内有主钢筋，但钢筋笼为普通结构的钢筋笼，无扩径结构，以及承载板套接在主钢筋(尤其是无粘结锚杆钢筋)或分散钢筋上和承载板的下端有螺母固定。图12中锚杆件下端的连接结构为扩大头的注浆体或混凝土，注浆体或混凝土内有主钢筋，钢筋笼为简易扩大直径的伞形扩大直径的钢筋笼，以及承载板套接在主钢筋(尤其是无粘结锚杆钢筋)上和承载板的下端有螺母固定。
图14与图13比较，本图是两根应力锚杆具有内连接螺母的连接成不同长度的锚杆；
图15、16是两根应力锚杆具有内嵌式与外露式连接螺母13的连接成不同长度的锚杆；
图18钢筋裹混凝土具有钢筋骨架3-7和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；与图17比较，设有内嵌式连接螺母。
图19是钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；3-8中轴部位浇筑混凝土，3-1-1指多根式锚杆钢筋，一般不超过5根；可设有连接螺母13或施加应力固定的螺母代替连接螺母13。
图20钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；3-8中轴部位浇筑混凝土，3-1-1指多根式锚杆钢筋；可设有连接螺母13或施加应力固定的螺母代替连接螺母13；与图20比较，设有2-3根锚杆钢筋。
图21图中多根式锚杆钢筋3-1-1可以在端部外露，用于连接锚杆件单元与单元之间的连接；
图22钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成应力锚杆的一种结构示意图；但图中多根式锚杆钢筋3-1-1可以在端部外露，用于连接锚杆件单元与单元之间的连接；有应力螺母固定，另一端并设有连接螺母；
图23是本申请钢筋裹混凝土具有多根主钢筋3-1-1和承载板(设有钢筋穿孔)分布在内构成锚杆的一种结构示意图；但图中多根式锚杆钢筋3-1-1可以在端部外露，用于连接锚杆件单元与单元之间的连接。但无应力螺母固定，另一端并设有连接螺母。
图25、图25-1是本申请无粘结非扩大头等直径后张预应力锚杆的结构示意图；各种螺母、焊接固定、锚具3-3-1，各种螺母、焊接固定、锚具、U型塞垫片3-3-2，钢垫板或承压板3-4，用于锚固，锁定预应力，将若干无粘结钢筋汇集焊接在一根钢筋上3-10，3-9，汇集施加和锁定预应力。
图26、图26-1、图26-2图、26-3是本申请几种非扩大头等直径部分粘结为锚固段，无粘结部分为自由段，底部或设有不变径钢筋笼、钢垫板及螺母或其他承载体的锚杆的结构示意图。
图27、图27-1、图27-2图、27-3是本申请几种无粘结非扩大头等直径带有螺旋筋的锚杆的结构示意图，其中箍筋为图中10-1。
本申请锚杆钢筋的管柱能够构成一种空心锚杆的预应力结构，便于工厂化生产，且重量可控，运输成本并不高，预应力的施加质量和标准在工厂更易控制和把握。混凝土或砂浆浇筑钢筋笼制备的主筋或精轧粗钢筋外层的混凝土或砂浆(即管柱)，能够耐应力施加。
无粘结钢筋锚杆也是可与本申请空心锚杆管柱相配合，可以匹配先张或后张预应力抗浮抗拉无粘结锚杆钢筋，先张式预应力抗浮抗拉钢筋锚杆可以连接到额定长度并可连接变直径的扩大头钢筋笼，构成本申请实用的工程系统。
(先张或后张)预应力抗浮抗拉钢筋组合锚杆及应用管柱，即预制的组合装配式抗浮抗拉组合锚杆，包括混凝土预制的管柱，且为容纳锚杆钢筋的管柱，内径3-7厘米，外径14-30厘米；混凝土预制的管柱中可设有钢筋骨架，混凝土预制的管柱的钢筋骨架在底端是连接件，可以通过固定方式、尤其是螺接或焊接等方式与下端的钢筋笼(尤其是本申请人率先提出的变直径钢筋笼连接，尤其是主筋的连接，变直径钢筋笼的中央需要主筋，变直径钢筋笼主筋并不需要预应力，从而形成一个直径大于混凝土预制的管柱的混凝土基础，此基础通过注浆管注浆；具有更大的抗拉及搞压的能力。)因此，本申请是混凝土预制的管柱枙组合装配式抗浮抗拉锚杆组件组合件的一个元件。
精轧钢筋的螺接连接器采用螺母作为连接结构件，长度为15-25厘米，标准为20厘米，能涂防腐油脂层3-6、被塑料薄膜套3-5延伸包裹直。
对先张式预应力抗浮抗拉钢筋锚杆进行预应力的固定用本申请的成品管柱，此为锚杆钢筋的管柱，用锚杆钢筋穿过本申请的成品管柱，采用中央有孔且大于管柱内径的承载板(锚垫板)置于成品管柱的两端，承载板孔表面露出的钢筋端被施加应力时用锁锚螺母将钢筋端固定在承载板或将钢筋端焊接固定在承载板上。
无粘结锚杆钢筋的制备：可采用挤压涂层工艺，与电缆包裹塑料套管的工艺相似，适用于大规模生产的单根钢筋。构成无粘结先张或后张预应力抗浮抗拉钢筋锚杆，防腐油脂层为防腐油脂或防腐沥青；挤压涂层工艺挤压涂层工艺主要是无粘结筋通过涂防腐油脂层装置涂防腐油脂层，涂防腐油脂层无粘结筋通过塑料挤压机涂刷聚乙烯或聚丙烯塑料薄膜，再经冷却筒模成型塑料套管。这种挤压涂层工艺的特点是效率高、质量好、设备性能稳定，与电线、电缆包裹塑料套管的工艺相似，适用于大规模生产的单根钢绞线和2-3根钢丝束。涂包成型工艺涂 包成型工艺是无粘结筋经过涂料槽涂刷涂料后，再通过归束滚轮成束并进行补充涂刷，涂料厚度一般为0.5-2mm，可以采用手工操作完成内涂刷防腐沥青或防腐油脂(从黄油到氯化聚乙烯均可)，外包塑料布构成的套。尤其是涂好防腐油脂等涂料的无粘结筋随即通过绕布转筒自动地交叉缠绕两层塑料布，当达到需要的长度后进行切割，成为一根完整的无粘结预应力筋，也可以在缠纸机上连续作业，完成编束、涂防腐油脂层、镦头、缠塑料布和切断等工序。这种涂包成型工艺的特点是质量好，适应性较强。制作无粘结预应力筋时，钢筋放在防线盘上，穿过梳子板汇成钢丝束，通过油枪均匀涂防腐油脂层后穿入锚环用冷镦机冷镦锚头，带有锚环的成束钢丝用牵引机向前牵引，同时开动装有塑料条的缠纸转盘，钢丝束一边前进一边进行缠绕塑料布条工作。当钢丝束达到需要长度后进行切断，成为一根完整的无粘结预应力筋。
后加预应力锚杆组件，将(高强)钢筋锁定后施加预应力，用包括但不限于混凝土或水泥砂浆、水泥浆或其他能固化材料包裹，混凝土、水泥砂浆、水泥浆或其他能固化材料凝固后，形成预制预应力锚杆组件。
先张预制的预应力钢锚杆3单元制备，第一种方法与结构：预应力锚杆组件内主筋仍采用的图1的一根钢筋，也可以是两根或多根钢筋，在水泥预制场上，在钢筋3-1的两端施加预定的预应力，钢筋处于相对伸长的张拉受力状态，此时，将张拉好的钢筋浇注混凝土或砂浆，混凝土或砂浆外围的直径要考虑到本锚杆在应用时的钻杆直径，更要考虑本申请应用可变径钢筋笼的直径，一般不大于25cm，或根据工程需要设定杆件直径；等浇注的混凝土、砂浆或其他能固化材料凝固达设计强度后，再松开钢锚杆钢筋两端施加预应力的设备，则制备成本申请的预制预应力钢锚杆件。也可以制备相对长度是更长的预制预应力钢筋混凝土锚杆组件，在实际使用时可以断开通长的预制预应力钢筋混凝土锚杆组件，得到合适的应用长度。
第二种方法与结构：利用本申请锚杆钢筋的管柱能够构成多单元(每个单元均可以预制预应力)连接成一种锚杆的预制预应力结构，每个单元均有一混凝土或砂浆浇筑钢筋笼制备的主筋或精轧粗钢筋外层的混凝土或砂浆管柱和相应长度精轧钢筋，预应力，能够耐应力施加。图8所示的多个单元连接到所需要的锚杆件的长度，螺杆连接螺母13也可以是嵌入式。
上述结构的预制预应力锚杆组件的下端，可与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接。当预制预应力锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接时，采取在锚杆组件的下端，预留位置延伸出与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头的长度相适应钢筋，在锚头底底部分与锚垫板进行连接(焊接或混凝土固定连接等方式)；锚杆组件的下端也可以留有适当的钢筋长度，和成品锚头顶部用衔接螺母连接；或通过改进杆件和锚头，使预制预应力锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头成为一个有机整体能够传递应力。可与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头的中央主筋亦为无粘结锚杆钢筋。连接完成后下沉并浇筑凝固后，对此无粘结锚杆钢筋施加应力。
施加预应力锚杆组件内钢筋的数量，是一根或者一根以上，如二、三、四、五、六根，形成一个中心束结构(如设计单根钢筋可以钢筋过粗加工会困难)，钢筋的规格、性能、直径可根据设计要求预应力的要求和锚杆拉力应用的要求确定(可以参考锚杆的设计手册)；锚杆的长度、横截面的形状和面积，则根据工程技术要求设定。亦可制定各种规格标准，进行标准化生 产。锚垫板上设有一个或多个螺纹钢筋即钢筋锚杆孔。多根钢筋锚构成的预应力锚杆效果亦好，可以使预应力锚杆的受力更均匀，应力施加也更均匀。
钢筋锚杆主筋和配筋使用的材料，包括但不限于钢材、钢绞线、玻璃纤维、芳纶或其它高分子材料纤维、碳纤维、石墨烯、碳元素相关的材料及其复合材料。碳纤维等高分子材料也能用于锚杆，也应该旋加应力为好。
预应力锚杆立体可以是实心的，亦可以是空心的截面指用不同的浇筑材料，芯固定后可以浇筑一个筒状。
本申请所述尤其是可利用先张法预制预应力锚杆组件的应用，适用领域包括但不限于抗浮抗拉，道路、矿山开采、隧道桥梁、基坑和山体护坡、地质灾害处理；也用于抗压工程等领域。可以根据工程设计用途的的需要，可以作为预制预应力抗压桩使用。
直通或变直径钢筋笼扩体预应力锚杆预应力工法，直通或变直径钢筋笼与拉杆固定方式，桩机钻孔钻进至深度，能够开展高压旋喷施工或机械扩孔施工，放下一定直径的预应力锚杆，锚杆底端为直通或变径钢筋笼，变径钢筋笼到位后扩大机构将钢筋笼打开至设计尺寸，高压注浆或灌注混凝土在扩体段和整个桩杆成桩；预应力锚杆中拉杆因预先施加了预应力，而成为预应力钢筋混凝土的预制构件。
应用工法步骤是：(1)钻孔至设计深度，开展高压旋喷施工或机械钻孔或扩孔施工，成孔后，(2)根据设计要求，预制组合装配式抗浮抗拉预应力锚杆杆件、预制预应力锚杆用管柱、抗浮抗拉锚杆用预制预应力无粘结钢筋主筋部件，及其加长形态，或其与扩大的底端部设有的钢筋笼、扩大直径(变直径)钢筋笼、变直径钢筋笼、固定直径钢筋笼、囊袋、锚板或其他锚头承载体进行嫁接的骨架体系，(3)灌注混凝土或水泥砂浆、水泥浆或其他能固化材料包裹之一并凝结固化，独立形成预应力锚杆体应用，或形成扩大头预应力锚杆桩应用，(5)安装支模浇筑混凝土基础底板固定锚。(4)需要后张法施加应力时，在施加应力后，用法兰螺母(成套件)固定；采用预制预应力锚杆组件时不需要后加应力。
施加预应力的大小：根据地下室抗浮计算时，计算的上浮水头放大1.05倍；抗浮计算预应力锚杆的安全系数取K＝2.0；因此预应力锚杆施加的预应力小于预应力锚杆的特征值，且要大于常水位时所需要的预应力锚杆抗浮力，综合考虑取承载力特征值的50％。在制备预应力锚杆件时，不同的直径具有不同的施加的预应力(伸长不同，相对伸长系数不同)。
以上所述仅为本申请的实施案例，并不用以限制本申请，凡在本申请的精神和原则和原理之内所作的任何修改、等同替换和改进等，均已经包含在本申请的保护范围之内。

Claims (10)

  1. 一种预应力无粘结锚杆钢筋，其中，包括主筋钢筋作为基本承力的结构，主筋钢筋为精轧钢筋或普通钢筋，主筋钢筋表面设有防腐油脂层，防腐油脂层外设有塑料薄膜套。
  2. 根据权利要求1所述的预应力无粘结锚杆钢筋，其中，主筋钢筋的数量是一根或一根至五根；主筋钢筋是将分段的钢筋通过连接螺母连接的主筋钢筋结构。
  3. 根据权利要求1或2所述的无粘结锚杆钢筋制备的预应力锚杆，其中，无粘结主筋钢筋直接混凝土浇铸成预应力锚杆或锚杆下端再连接扩大头的注浆体或混凝土；扩大头的注浆体或混凝土内裹钢筋骨架或囊袋，钢筋骨架包括单根或若干钢筋、普通结构的钢筋笼、变直径钢筋笼；普通结构的钢筋笼、变直径钢筋笼时混凝土预制的管柱的抗浮抗拉锚杆；钢筋下端接钢筋笼或变直径钢筋笼的主筋，使用单根或若干钢筋锚杆钢筋连接单根或若干钢筋；囊袋中央仍设有单根或若干钢筋或钢筋笼。
  4. 根据权利要求3所述的预应力锚杆，其中，锚杆杆件的无粘结主筋钢筋与扩大头的注浆体或混凝土内钢筋笼的主筋为连接锚杆主筋一体的无粘结锚杆钢筋，能施加后张预应力。
  5. 根据权利要求3或4所述的预应力锚杆，其中，所述的预应力无粘结钢筋、锚杆杆件、钢筋笼，几何形态包括：立方体、多面体、正多面体、四面体、长方体、圆柱、圆台、棱柱、棱台、圆锥、棱锥、竹节状、串状、凸凹状；平面横截面的形状为：正方形、长方形、三角形、四边形、菱形、梯形、多边形、圆、椭圆、圆环、扇形、弓形。
  6. 根据权利要求3或4所述的预应力锚杆，其中，采用预制管柱构成空心锚杆，管柱此为锚杆钢筋的外套管柱，用锚杆钢筋穿过管柱，用成品管柱时，用中央有孔且大于管柱内径的承载板置于成品管柱的两端，承载板表面露出的锚杆钢筋被施加应力时用螺母将钢筋端固定在承载板或将钢筋端焊接固定在承载板上。
  7. 根据权利要求3或4所述的预应力锚杆件，其中，采取用螺母连接器，将两根或两根以上的预制预应力锚杆杆件加以连接，钢筋螺母连接器也可以预先埋设在锚杆内以达成所需的长度；或用螺母连接器以后连接方式对锚杆进行连接。
  8. 根据权利要求1或2所述的预应力无粘结锚杆钢筋，其中，制备成非扩大头的等直径的预应力锚杆，预应力锚杆包括备置一根或一根以上无粘结钢筋、承压板、锚固装置，无粘结锚杆主钢筋为连接一体的无粘结锚杆钢筋，能施加后张预应力。
  9. 根据权利要求3-6之一所述的预应力锚杆的施工工法，其中，步骤是：钻孔至设计深度，开展高压旋喷施工或机械扩孔施工，成孔后，放置锚杆钢筋件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接，带变径钢筋笼的扩大头到位后，释放约束机构使变径钢筋笼扩大至设计尺寸，然后注浆或灌注混凝土在变径钢筋笼扩体段浇筑为锚头；锚杆钢筋的顶部通过埋入套住钢筋的法兰螺母套件固定，或可通过锚板并用螺母固定，与基础底板的钢筋骨架体系连接，后张法施加应力即后加应力时用法兰螺母套件固定；注浆或灌注混凝土在钢筋与孔的空隙处，完成预应力锚杆件；最后，安装支模浇筑混凝土基础底板固定锚板；采用预制预应力锚杆组件时不需要后加应力。
  10. 根据权利要求9所述的预应力锚杆的施工工法，其中，步骤是：当锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头进行连接时，采取在锚杆组件的下端，预留与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头的长度相适应钢筋，在锚头底部分与锚垫板进行连接，留有适当的钢筋长度，和成品锚头顶部用连接螺母连接；通过改进杆件和锚头，使锚杆组件与变直径钢筋笼、固定直径钢筋笼、囊袋或其他锚头成为一个有机整体。
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