阅读说明：本技术 一种变直径纤维笼及其锚杆或桩基 (Variable-diameter fiber cage and anchor rod or pile foundation thereof ) 是由 武冬冬 武海龙 于 2021-03-29 设计创作，主要内容包括：锚杆或桩基用变直径纤维笼,包括轴向杆、2个或以上套在轴向杆的圆环或环板,2组或以上与圆环数量对应的筋条,起码一个圆环或环板被固定或限位,其它圆环或环板在轴向杆能够自由滑动,圆环或环板均匀分布轴向杆上；或一个圆环或环板固定,其它圆环或环板在轴向杆能够滑动,圆环或环板均匀分布轴向杆上二个圆环或环板时,第一组筋条的第一端活络接第一圆环或环板,第二组筋条的第一端活络接第二圆环或环板圆环或环板；设有纤维骨架件均匀缀在筋条或/与竖筋上；变直径纤维笼能折叠伸展与收缩。(The anchor rod or pile foundation uses the fiber cage of the variable diameter, including the axial pole, 2 or more rings or annular plates that are fitted over the axial pole, 2 groups or more of ribs corresponding to quantity of the ring, at least a ring or annular plate is fixed or limited, other rings or annular plates can slip freely in the axial pole, the ring or annular plate is distributed on the axial pole evenly; or one circular ring or ring plate is fixed, other circular rings or ring plates can slide on the axial rod, when the circular rings or ring plates are uniformly distributed on the two circular rings or ring plates on the axial rod, the first ends of the first group of ribs are movably connected with the first circular ring or ring plate, and the first ends of the second group of ribs are movably connected with the second circular ring or ring plate; fiber framework pieces are uniformly studded on the ribs or/and the vertical ribs; the variable-diameter fiber cage can be folded, expanded and contracted.)

1. The anchor rod or pile foundation uses the fiber cage of the variable diameter, its characteristic is, including the axial pole, 2 or more rings or annular plates that are fitted over the axial pole, 2 groups or more of ribs corresponding to quantity of ring, at least a ring or annular plate is fixed or limited, the ring or annular plate is distributed on the axial pole evenly; or one circular ring or ring plate is fixed, other circular rings or ring plates can slide on the axial rod, when the circular rings or ring plates are uniformly distributed on the axial rod, the first ends of the first group of ribs are movably connected with the first circular ring or ring plate, the first ends of the second group of ribs are movably connected with the second circular ring or ring plate, the second ends of the first group of ribs are movably connected with the second ends of the second group of ribs or the second ends of the first group of ribs and the second group of ribs are respectively movably connected with the same height position of the vertical rib; when the vertical ribs are arranged, the number of each group of ribs is equal to that of the vertical ribs, and a release device for pushing the circular ring or the circular plate to slide is arranged; fiber framework pieces are uniformly studded on the ribs or/and the vertical ribs; the variable-diameter fiber cage can be folded, expanded and contracted.

2. A variable diameter fibre cage for anchor rods or pile foundations as claimed in claim 1, wherein the second ends of the 2 sets of ribs are movably connected when no vertical ribs are used.

3. The variable diameter fiber cage for anchor rod or pile foundation of claim 1, wherein the fiber frame member is in the form of fiber net, fiber sheet, fiber cloth, or hoop rib, and is an enlarged head concrete frame.

4. A variable diameter fibre cage for anchor rods or pile foundations according to claim 3, wherein the fibre skeleton member is an enlarged head concrete tubular skeleton when made into a cage or tubular mesh, honeycomb, melon-net or lattice structure.

5. A variable diameter fibre cage for anchor rods or pile foundations as claimed in claim 3 or claim 4, wherein the reinforcing bars or vertical bars are made of fibres or bars, rings or plates and springs.

6. A variable diameter fibre cage for anchor rods or pile foundations as claimed in claim 3 or claim 4, wherein 2-3 fibre frame members are provided and incorporated as a concrete tubular frame.

7. A variable diameter fibre cage for anchor rods or pile foundations as claimed in claim 3 or claim 4, wherein the release means includes push rods, various elastomers which push the rings or plates to slide on the axial rods; when the elastic body is a power spring, the power spring is sleeved on the axial rod; the elasticity of the power spring props against the circular ring or the circular plate, and the power spring is used for opening the release device of the vertical ribs of the ribs.

8. A variable diameter fiber cage for an anchor rod or a pile foundation as claimed in claim 3 or 4, wherein the bearing plate is provided with a lower bearing plate, the lower part of the fiber cage is provided with the lower bearing plate, the upper bearing plate can be provided and positioned at the upper part of the fiber cage, the variable diameter fiber cage is further provided with a grouting pipe, the upper bearing plate and the lower bearing plate are connected with the axial rod or the main fiber rod or the main steel bar, or a connecting device is additionally arranged for connecting the upper bearing plate and the lower bearing plate, and the upper bearing plate and the lower bearing plate are structurally attached with a flat plate with holes or threaded holes; the position of the upper bearing plate is provided with a grouting or concrete conduit mechanism.

9. A variable diameter fibre cage for anchor rods or pile foundations as claimed in claim 3 or claim 4, wherein a plurality of sliding rings or ring plates are generally evenly distributed and uniformly stressed on the main fibre rods or main reinforcing bars; the sliding type circular rings or the ring plates can be fixed or not fixed, and as long as the lengths of all rib groups are the same, each sliding type circular ring or the ring plate and each corresponding group of ribs are uniformly distributed on the main fiber rod or the main steel bar to form an expanded head fiber cage; the circular ring or the circular plate is fixed on the axial rod, the axial rod slides on the main fiber rod or the main steel bar (pile foundation rod) to form a contraction and expansion structure, and a plurality of vertical bars uniformly surround the main fiber rod or the main steel bar; when each group of ribs is not expanded, the ribs are approximately close to the parallel axial rods or form an acute angle, and when the ribs are expanded, the ribs are vertical or approximately vertical to the axial rods; corresponding to the contraction and expansion of the reducing fiber cage; the contraction and expansion of the fiber cage are applied to the framework of the anchor rod expanding head.

10. A fiber cage according to any of claims 1 to 9 wherein the materials of the members include, but are not limited to: carbon fiber, basalt fiber, glass fiber, aramid fiber glass, glass fiber reinforced resin, geotextile, canvas, ultra-high molecular weight polyethylene fiber, boron ethylene, polytetrafluoroethylene, graphene, carbon element-related materials and composites thereof, macromolecules, high polymer materials, nano materials, steel, other metals, composite metals, metal materials and non-metal materials; the fiber cage and each part are characterized in that the shape of the fiber cage comprises or is not limited to a cylinder, a polygonal (circular internal tangent) cylinder, a truncated cone, a cone (including a cone and a polygonal cone), a trapezoidal cylinder, a sphere and a bamboo joint-shaped cylinder; the cross-sectional plane figure can be a circle (ellipse), a fan, an arch, a circular ring and the like; polygons (including triangles, trapezoids, parallelograms, rhombuses, rectangles, squares, rays, pentagons, hexagons), and the like; the three-dimensional shape can be changed: cubic, cuboid, cylinder, round table, prism, prismatic table, cone, pyramid, honeycomb, melon-net shape, lattice structure, etc. Fiber cage opening modes include, but are not limited to: springs, spring leaves, elastic rings, elastic balls, elastic rods, compression bags, counterweights, dead weights, vibration, hydraulic jacks (rods), pneumatic jacks (rods), external forces such as high-pressure gas or liquid impact, natural opening and other opening modes.

11. A fibre cage for use in an anchor rod as claimed in any one of claims 1 to 9, wherein the anchor rod includes a variable diameter fibre cage, an anchor rod member and a securing formation at the upper end of the anchor rod member, a connector for reinforcing steel; the anchor rod piece adopts bonded or unbonded finish rolling twisted steel, a steel strand and a prestressed pull rod, and the steel bar connector is used for the length connection of the anchor rod piece; the top of the anchor rod piece is anchored with the bottom plate of the building, the bottom of the anchor rod piece is locked and anchored with the variable-diameter fiber cage, the anchor rod body assembly is firstly or secondly placed into the anchor hole to be combined with poured fiber concrete, super-fluid concrete, concrete and the like or cement mortar, fiber cement mortar, cement paste, fiber cement paste or other crystals capable of being solidified, and therefore the fiber cage enlarged head anchor rod system is formed.

One, the technical field

The invention relates to a variable-diameter (hereinafter, reducing or enlarging) fiber cage and application of an anchor rod or a pile foundation thereof, in particular to a framework in the anchor rod or the pile foundation, namely the reducing fiber cage and an enlarged anchor rod or the pile foundation thereof. The invention provides a reducing fiber cage framework in an anchor rod or a pile foundation, which has larger pulling resistance/compressive resistance and stable and reliable performance.

Second, background Art

The anchor rod is a rod piece system structure for reinforcing rock and soil mass. The defect that the tensile capacity of a rock-soil body is far lower than the compressive capacity is overcome through the longitudinal tension action of the anchor rod body. From the mechanical point of view, the cohesive force and the tensile resistance of the surrounding rock body are mainly improved. The anchor rod is actually positioned in the rock-soil body and forms a new compound body with the rock-soil body. The anchor rod in the complex is the key to solve the problem of low tensile capacity of the surrounding rock mass. Thereby greatly strengthening the rock-soil body. The reinforcement cage used in the building engineering industry is an important concrete skeleton, and the fiber cage aims to completely or partially replace the reinforcement cage in the building engineering industry, particularly the concrete skeleton with stronger tensile resistance (more than 2 times of the steel bar) is needed, and the anchor rod or pile foundation prepared by using the variable-diameter fiber cage is the best choice.

The anchor must have several elements: one end of the rod body can be in close contact with the rock-soil body to form friction (or bonding) resistance; the other end of the anchor rod body, which is positioned outside the rock-soil body, can form radial resistance to the rock-soil body; the anchor rod is used as a tension member penetrating into the stratum, one end of the anchor rod is connected with an engineering structure, the other end of the anchor rod penetrates into the stratum, the whole anchor rod is divided into a free section and an anchoring section, the free section is an area for transmitting the tension at the head of the anchor rod to an anchoring body, and the function of the free section is to apply the tension to the anchor rod; the anchoring section is an area where the prestressed tendon and the soil layer are bonded by cement paste or concrete anchoring bodies, and has the functions of increasing the bonding friction effect of the anchoring body and the soil layer, increasing the bearing or tensile effect of the anchoring body and transmitting the tensile force of the free section to the deep part of the soil body.

The anchor rod is the most basic component of the support in the modern underground mining mine, and the surrounding rocks of the roadway are bound together to support the surrounding rocks; the anchor rod is not only used in mines, but also used in the building engineering technology to actively reinforce basements, tunnels, dams and the like.

The basic model of the anchor rod is as follows: the invention relates to a steel bar or steel wire rope mortar anchor rod, which is prepared into an anchor rod or a pile foundation by using a variable-diameter fiber cage.

And then cement mortar is used as a binder of the anchor rod and the surrounding rock. The anchor rod also comprises an inverted wedge type metal anchor rod. Tube seam type anchor rod. A resin anchor rod. The resin is used as the binder of the anchor rod, so the cost is higher.

The commonly used expanded anchor rod technology in the market at present comprises plain slurry, capsule type expanded anchor rod technology and the like. In the aspect of cost construction, the reaming technology of the variable-diameter large-head anchor rod or the pile foundation is based, the large head and the small head are formed by grouting or concrete injection, but the anchor rod or the pile foundation with enough friction force and tension or resistance transmission cannot be formed without reaching the corresponding steel reinforcement framework, and particularly the anchoring force of the anchor rod is limited. The anchoring force is not enough when the anchor is used in the technical fields of building basement anti-floating foundation pit support, side slope support, reinforcement and the like. Because they require a high pullout resistance and are stable and reliable.

In addition, what is often adopted in the foundation of high-rise building is non-reducing foundation pile, but under the condition that satisfies the same intensity and deformation requirement, reducing foundation pile compares with non-reducing foundation pile, and reducing foundation pile mainly has following characteristics:

1) compared with the non-variable-diameter foundation pile, the variable-diameter foundation pile with the same length has the advantages that the strength can be generally improved by 1.1-1.5 times, and the deformation can be reduced by 0.7-0.9 time. 2) Under the first characteristic condition, the requirement of strength and deformation of the building is met, and the pile length can be obviously shortened. 3) Under the condition of ensuring the strength and the deformation of the pile, the length of the pile can be shortened, the workload is reduced, the construction conditions are improved, and the purposes of saving labor, materials and time are achieved.

CN201710363883 is a structure of an anchor rod system for overcoming the anti-floating fixed diameter or enlarged head, when a drill hole is drilled to a designed depth, high-pressure jet grouting construction or mechanical reaming construction can be carried out, a pull rod of the anchor rod and the fixed diameter anchor head or the enlarged head are put down, after the enlarged head is in place, an enlarging mechanism enlarges the enlarged head to a designed size, and then high-pressure grouting or pouring concrete forms a pile in the enlarged section and the whole free section; the tie rod in the anchor rod adopts a twisted steel bar which can apply prestress; binding the spiral stirrups and the foundation slab steel bars on the substrate, and avoiding collision with prestressed steel bars in the binding process; and finally, the formwork is erected to pour the foundation concrete foundation slab. The technique for prefabricating the prestressed anchor rod member by using the pretensioning method is as follows: the engineering practice shows; the displacement of the pressure-bearing type variable-diameter steel reinforcement cage expansion anchor rod consists of two parts of elastic deformation of a rod body and sliding (plastic deformation) of an expansion body section.

The enlarged head anchor rod technology is a novel underground engineering application technology, and accords with the spirit of energy conservation, emission reduction and green development advocated by the state. Compared with the common traditional process, the method is more economic and environment-friendly in the aspects of solving the problems of basement anti-floating, foundation pit supporting and the like; meanwhile, the method has great advantages in the aspects of construction period, durability and the like. Along with the popularization of the expanded anchor rod technology, more and more projects adopt the expanded anchor rod technology to carry out basement anti-floating, foundation pit supporting and the like. Meanwhile, a great deal of engineering practice shows that the tensile force of the anchor rod is far greater than that of a common anchor rod, and the deformation displacement of the anchor rod is large, so that the displacement control is larger than that of a traditional pile foundation, and how to better control the deformation of the anchor rod is an important direction for improving the expanded anchor rod technology.

In some clay layers, weak layers, pebble layers, gravel layers or weathered rock layers, the strength of the layers is often lower than that of concrete, so that the bearing capacity of the pile body of the concrete foundation pile is not exerted favorably. Therefore, in order to fully exert the strength characteristics of concrete, a paper in the aspect of building engineering already proposes that the bearing capacity of the pile is improved by adopting the variable-diameter foundation pile, and the technology is obviously reasonable and feasible.

The existing expanded head anchor rod is mainly in a steel reinforcement cage structure by taking a plurality of structures parallel to a main fiber rod or a vertical rib of a main steel bar as a main part, and can be used for strength deformation calculation of a variable-diameter foundation pile in the same way as a calculation method of a non-variable-diameter foundation pile.

The steel reinforcement cage structure is the unfavorable tensile strength who absorbs anchor rod owner steel bar pole in the atress with the parallel structure of the vertical muscle of a plurality of and main steel bar pole, and generally speaking, the main steel bar pole of anchor rod transmits the steel reinforcement cage and the concrete that condenses with it, needs to design an expansion head steel reinforcement cage that has better stress strength with low costs, stress structure is more reasonable, the steel reinforcement cage at perpendicular to main fibre pole or main reinforcing bar.

The reinforcement cage is made of steel bars, requires surface corrosion resistance treatment, has large mass and needs to be improved in tensile strength. For example, the fiber cage with higher tensile strength and lighter weight has great significance, and is particularly used in some special occasions.

Third, the invention

The invention aims to provide a fiber cage, namely an enlarged head fiber cage with higher tensile strength, which is light in weight, more convenient to manufacture and construct in some places, and can be conveniently opened by matching with some simple metal elastic parts.

The technical scheme of the invention is as follows: the anchor rod or pile foundation uses the fiber cage of the variable diameter, including the axial pole, 2 or more rings or annular plates that are fitted over the axial pole, 2 groups or more of ribs corresponding to quantity of the ring, at least one ring or annular plate (spline) is fixed (or limited), other or at least one ring or annular plate can slip freely in the axial pole, generally speaking the ring or annular plate is distributed on the axial pole evenly; when two circular rings or circular plates are used, the first ends of the first group of ribs are movably connected with the first circular ring or circular plate, the first ends of the second group of ribs are movably connected with the second circular ring or circular plate, the second ends of the first group of ribs are movably connected with the second ends of the second group of ribs or the second ends of the first group of ribs and the second group of ribs are respectively movably connected with the same height position of the vertical ribs; when the vertical ribs are arranged, the number of each group of ribs is equal to that of the vertical ribs, and a release device for pushing the circular ring or the circular plate to slide is arranged; the fiber framework piece 7 is uniformly studded (finger-sewn, tied, riveted, nailed and the like) on the ribs or/and the vertical ribs. The bearing plate refers to various bearing parts.

The number of each group of ribs is equal to that of the vertical ribs, the vertical ribs are uniformly arranged around the axial rod, and the number of the vertical ribs is 3-50.

When the vertical ribs are not adopted, the second ends of the 2 groups of ribs are movably connected, when the first group of ribs are infinitely short, the umbrella-type structure is formed,

the 7 types of the fiber framework pieces are fiber nets, fiber sheets, fiber cloth and hooping ribs, and are expanded head concrete frameworks.

The fiber framework member 7 is a concrete cylindrical framework with an enlarged head when prepared into a cage-type or cylindrical net-type structure.

The ribs or vertical ribs can be made of fiber or steel bar rods, and the circular rings or annular plates (splines) and the springs are made of steel bars.

2-3 kinds of fiber framework pieces 7 are arranged and used as a concrete cylindrical framework. If the periphery of the vertical rib is provided with a stirrup, the stirrup and the vertical rib are provided with a fixed point or an adjustable fixed point; the stirrup is in the shape of a continuous loop, a plurality of independent loops, or a plurality of independent loops with gaps. The hooping ribs can be rigidly fixed or flexibly connected (tied) on the vertical ribs. The stirrup is not tightened and is in an unused state, and the stirrup is a rigid or flexible fiber line;

the release means 8 have a plurality of options, including push rods, various elastic bodies that push the ring or the ring plate to slide on the axial rod; when the elastic body is a power spring, the power spring is sleeved on the axial rod; the elasticity of the power spring props against the circular ring or the circular plate, and the power spring is used for opening the release device of the vertical ribs of the ribs. The ribs or vertical ribs can be made of fiber or steel bar rods, and the circular rings or annular plates (splines) and the springs are made of steel bars.

The fiber framework pieces 7 are uniformly studded on the ribs and have various structures: because the fiber framework piece is soft, the fiber framework piece is required to be uniformly formed into a cage as far as possible.

The vertical ribs are parallel to the axial rod and are uniformly distributed around the axial rod, the other end of each rib is movably and fixedly connected to the vertical ribs uniformly distributed around the axial rod, and N is more than 3;

the fixing structure of the axial rod power spring, the N circular rings or the annular plates and the axial rod can be various, and can also be sliding, and only one circular ring or the annular plate is fixed and driven by the power spring (the other annular plates can be mutually driven to the sliding circular ring or the annular plate and the corresponding ribs).

A plurality of sliding type circular rings or circular plates are generally uniformly distributed on the main fiber rod or the main steel bar and are also uniformly stressed; the sliding rings or the ring plates are fixed or not fixed, and as long as the lengths of all rib groups are the same, each sliding ring or the ring plate and each corresponding group of ribs are uniformly distributed on the main fiber rod or the main steel bar to form the expanded head fiber cage.

The circular ring or the circular plate is fixed on the axial rod, the axial rod slides on the main fiber rod or the main steel bar (pile foundation rod) to form a contraction and expansion structure, and a plurality of vertical bars uniformly surround the main fiber rod or the main steel bar; when each group of ribs is not expanded, the ribs are approximately close to the parallel axial rods (or form an acute angle), and when the ribs are expanded, the ribs are vertical or approximately vertical to the axial rods. I.e. corresponding to the contraction and expansion of the reducing fiber cage. The contraction and expansion of the fiber cage are applied to the framework of the anchor rod expanding head.

The movable fixed structure is a pin shaft structure; the axial rod is sleeved on the main fiber rod or the main steel bar (or equal to the main fiber rod or the main steel bar) in an inner mode, and the axial rod can be not used under extreme conditions and is only a mechanism which is sleeved on the main fiber rod or the main steel bar through a plurality of circular rings or annular plates (splines) and can move (slide) up and down. The sliding circular ring or circular plate (spline) is provided with a positioning or fixing device on the main fiber rod or the main steel bar or the pile foundation rod. The mode that the rib is movably connected with the vertical rib is as follows: the circular ring or the circular plate connects the ribs to the vertical ribs through a pin shaft 3-1 and a pin shaft circular rib assembly (U-shaped fixed circular rib assembly) 3-2 respectively. The number of the vertical ribs is not necessarily large, and generally 3 to 50 vertical ribs can be used.

The fiber cage structure comprises a fiber cage, a bearing plate, an axial rod, a main fiber rod, a main reinforcing steel bar, a connecting device and a connecting device, wherein the bearing plate is arranged, a lower bearing plate is arranged firstly, the lower part of the fiber cage is provided with the lower bearing plate, then the upper bearing plate can be arranged and positioned at the upper part of the fiber cage, the upper bearing plate and the lower bearing plate can also be provided with the grouting pipe, the upper bearing plate and the lower bearing plate are connected on the axial rod, the main fiber rod or the main reinforcing steel bar, or the connecting device is additionally arranged for connecting the upper bearing plate and the lower bearing plate, the structure of the upper bearing plate and the lower bearing plate is especially a flat plate with holes or threaded holes, and the flat plate is rectangular or circular; the slab and the steel bar can be poured with a coagulating material. A grouting or concrete conduit mechanism is arranged at the position of the upper bearing plate; the periphery of the fiber cage is sleeved with a bag.

Become pressure-bearing formula no vertical muscle variable diameter fiber cage body expansion stock or pile foundation, no vertical muscle variable diameter fiber cage expandes the release when arranging the expander section in, is equipped with slip casting or pours into concrete pipe mechanism into on no vertical muscle variable diameter fiber cage to reach slip casting or pour into the concrete and become stock or pile foundation, no vertical muscle variable diameter fiber cage becomes the skeleton of stock or pile foundation.

According to the pressure-bearing reducing fiber cage body-expanding anchor rod or pile foundation, the reducing fiber cage is unfolded and released when being placed in the expanding body section, the reducing fiber cage is provided with a grouting or concrete injection guide pipe mechanism so as to achieve the purpose that the grouting or concrete injection becomes the anchor rod or pile foundation, and the reducing fiber cage becomes the skeleton of the anchor rod or pile foundation.

The application method of the invention comprises the following steps: firstly, an anchor rod body assembly pre-placing method: drilling the jet grouting pile machine to the designed depth → high-pressure jet grouting construction or mechanical reaming construction → lowering the anchor rod body assembly → opening the anchor head (or pile hole) and expanding mechanism, opening the fiber cage to the designed size → high-pressure grouting or pouring concrete. The second method is a post-setting method of the anchor rod body assembly: drilling the jet grouting pile machine to the designed depth → high-pressure jet grouting construction or mechanical reaming construction → high-pressure grouting or concrete pouring. → lowering the anchor rod assembly → opening the enlarging mechanism in the anchor head (or pile hole) to open the fiber cage to the designed size. The application range of the fiber cage enlarged footing anchor rod comprises but is not limited to various pile types such as anti-floating, anti-pulling, tensile and compression; the application fields include but are not limited to various categories of building engineering, slope protection, geological disasters and the like. When the fiber cage is applied to slope protection, a protective cover can be additionally arranged on the periphery of the fiber cage.

According to the variable-diameter fiber cage, the weft can be formed by the unfolded vertical ribs, and the vertical ribs are used as the warp; the power spring is tensed by tension or pressure, when the clamp or the buckle is released, the power spring drives the axial rod and the annular plate to slide to open the ribs, the diameter of the fiber cage is changed (enlarged), the fiber cage with large diameter is formed, and the steel reinforcement framework of the anchor rod or the pile foundation is formed.

The weft can be a steel strand or a steel wire rope which is uniformly wound or uniformly distributed and sleeved on the periphery of the vertical rib, the restraint and release mechanism is a rib unfolding device which enables the circular ring or the ring plate to slide (or the axial rod drives the ring plate to slide), the weft becomes a polygonal annular stirrup and comprises a vertical rib after being unfolded, and if the vertical rib is eight, the weft becomes an octagon.

After the N circular rings or the annular plates and the ribs are opened, N latitudinal meshes approximately perpendicular to the main fiber rods or the main reinforcing steel bars are formed, an effective reinforcing steel bar mesh stress structure can be formed, and the expanded head fiber cage can be formed under the action of the bearing plate. The longer the length of the fiber cage, the larger the number of N, generally more than 3, and the length of the fiber cage is one meter, and N can reach 10 or more.

The power spring 9 is sleeved on the axial rod, and the power spring 9 has various structures, can be positioned at the end part of the fiber cage, can be distributed above, in the middle and below the fiber cage, or has a length reaching 20-100% of the length of the fiber cage. The radius of the power spring 9 (not the radius of the wire of the power spring 9) may be such that it only wraps around the axial rod, or may be up to a radius of approximately 100 mm.

In addition, a bag can be arranged around the fiber cage. The power spring 9 has various deformations, and whether hooping, spaced weft and capsular bag are applied or not are the design points of the invention.

Variable diameter fiber cage opening modes include, but are not limited to: springs, spring leaves, elastic rings, elastic balls, elastic rods, compression bags, counterweights, dead weights, vibration, hydraulic jacks (rods), pneumatic jacks (rods), external forces such as high-pressure gas or liquid impact, natural opening and other opening modes.

In a typical finished product: the diameter of the weft after the fiber cage is compressed is generally less than or equal to 200mm (parameters related to actually formed drill holes, different drill holes can have fiber cages (stirrups) with different diameters), after the fiber cage is placed in the anchor rod expansion body section, a constraint mechanism in the fiber cage is opened, the diameter of the weft reaches about 400mm (also can be less than or equal to 150mm after the fibers are hooped, the diameter of the weft after the fibers are expanded reaches 200-350mm), and the length is generally 1200-1600 mm; according to the requirement, the diameter of the weft can reach about 500 plus 2000mm or more, the fiber cage needs to use a large-size main fiber rod or main reinforcing steel bars and vertical ribs, the diameter of the weft (the outer circumference) after hooping is generally less than or equal to 300 plus 800mm, and the length is increased or decreased according to the requirement.

The periphery of the vertical rib is provided with a stirrup or a weft, and the stirrup or the weft and the vertical rib are provided with a fixed point; the stirrups are continuous rings, a plurality of independent rings or a plurality of independent rings with gaps; the continuous hoop reinforcement is a helical power spring or a flexible steel wire.

The vertical ribs or the ribs are unfolded under the action of the mechanism and tightly attached to the stirrups until the stirrups can not be unfolded; and the rod body of the anchor rod is mechanically connected with the enlarged head at the bottom of the expansion body section, namely the bottom of the anchor rod, by using an anchor backing plate (the anchor backing plate is a ring plate).

The pressure-bearing type diameter-variable fiber cage enlarged head anchor rod technology is designed, constructed and accepted according to JGT/T282-2012 high-pressure jet enlarged head anchor rod technical specification. The invention belongs to the application of the technology of an enlarged head anchor rod or a large-head pile foundation.

The invention can form various three-dimensional movable spring 9 type variable-diameter fiber cages including but not limited to cylinders, polygonal cylinders, cones, trapezoidal cylinders, bamboo-shaped cylinders and the like according to the using requirements of specific engineering and the principle of the invention. The invention can form the variable diameter fiber cage which is characterized by double-layer/or multi-layer vertical rib arrangement (cage-in-cage) for the pile foundation power spring 9 type variable diameter fiber cage with the super large diameter according to the variable diameter principle of the invention and the service performance requirements of concrete engineering.

The power spring 9 is sleeved on the axial rod, and the power spring 9 has various structures, can be positioned at the end part of the fiber cage, can be distributed above, in the middle and below the fiber cage, or has a length reaching 20-100% of the length of the fiber cage. The radius of the power spring 9 (not the radius of the wire of the power spring 9) may be such that it only wraps around the axial rod, or may be up to a radius of 100 mm.

Furthermore, the anchor rod comprises the variable-diameter fiber cage, an anchor rod piece, a fixing structure at the upper end of the anchor rod piece and a steel bar connector; the anchor rod piece adopts bonded or unbonded finish rolling twisted steel, steel strands and a prestressed pull rod, and the steel bar connector is used for the length connection of the anchor rod piece; the top of the anchor rod piece is anchored with the bottom plate of the building, the bottom of the anchor rod piece is locked and anchored with the variable-diameter fiber cage, the anchor rod body assembly is firstly or later placed into the anchor hole to be combined with poured fiber concrete, super-fluid concrete, concrete and the like or cement mortar, fiber cement mortar, cement paste, fiber cement paste or other curable material crystals, so that a vertical rib-free variable-diameter fiber cage enlarged head anchor rod system is formed; the application range of the fiber cage enlarged footing anchor rod comprises but is not limited to various pile types such as anti-floating, anti-pulling, tensile and compression; the application fields include but are not limited to various categories of building engineering, slope protection, geological disasters and the like. When using at the bank protection, the fibre cage periphery can add and establish the guard shield.

The shape of the fibrous cage includes/is not limited to a cylinder, a polygonal (tangent line in circle) cylinder, a truncated cone, a cone (including a cone and a polygonal cone), a trapezoid cylinder, a sphere and a bamboo joint cylinder; the cross-sectional plane pattern may be circular (elliptical), fan-shaped, arcuate, circular, etc. Polygons (including triangles, trapezoids, parallelograms, rhombuses, rectangles, squares, rays, pentagons, hexagons), and the like; the solid shape can also be varied: cubic, cuboid, cylinder, round table, prism, prismatic table, cone, pyramid, honeycomb, melon-net shape, lattice structure, etc. (ii) a Materials of each part include/but are not limited to carbon fibers, basalt fibers, glass fibers, aramid fiber glass, glass fiber reinforced resin, geotextile, canvas, ultra-high molecular weight polyethylene fibers, boron ethylene, polytetrafluoroethylene, graphene, carbon element related materials and composite materials thereof, macromolecules, high polymer materials, nano materials, steel, other metals, composite metals, metal materials, non-metal materials and the like; the specification, the model, the shape, the quantity, the size and the material can be adjusted according to different geological conditions of projects. Fiber cage opening modes include, but are not limited to: springs, spring leaves, elastic rings, elastic balls, elastic rods, compression bags, counterweights, dead weights, vibration, hydraulic rams (rods), pneumatic rams (rods), high-pressure gas or liquid impact and other external forces or natural opening and other various opening modes.

Has the advantages that: the invention provides a fiber cage, namely an expansion head fiber cage with higher stress strength, which is light in weight, more convenient to manufacture and construct in some places, in particular to a small-diameter and umbrella-type structure, and the fiber cage is easy to prepare under the condition of preparing a tensile fiber net or cloth and a rod piece; the variable-diameter fiber cage is simply called as a variable-diameter fiber cage, a variable-diameter steel cage or a variable-diameter cage and an applied expanded anchor rod or pile foundation thereof, replaces a steel reinforcement cage in a certain occasion, overcomes the defect that the steel reinforcement cage is used in some occasions, is applied to form the expanded anchor rod or pile foundation with a standard steel reinforcement framework, and obtains a more applicable anchor rod or pile foundation.

Because the anchor rod has the construction specification to forcibly require the adoption of stress during construction, no matter the stress is firstly applied or is secondly applied, the relative elongation of the main reinforcing steel bar needs to be stretched under the stress, extra cost on engineering is needed for absorbing the relative elongation, and the fiber reinforcement can bear high strength and is far lower than the reinforcing steel bar, so the fiber reinforcement can be better than the reinforcing steel bar in application, and the advantage of the invention is not inconspicuous.

The scheme of the invention has simple structure, and the integral performance of the formed expansion head reaches the basic requirement; the anchor rod capable of transmitting the pulling force or the resistance force with enough friction force can be formed, the anchoring force is obviously increased, the integrity of the whole anchor rod is good, and the fiber cage framework with better concrete combination is obtained. The method is mainly used for the technical categories of anti-floating of building basements, foundation pit supporting, side slope supporting, reinforcement and the like. The technology of the invention can provide larger anti-pulling and anti-pressure force, has stable and reliable performance, and has good effects on reducing environmental pollution and accelerating project progress. The invention uses less materials and low-cost preparation process, can meet the construction requirement of larger pile foundations or anchor rods with lower cost, and has good economy.

Description of the drawings

FIGS. 1A and 1B are schematic views of the contraction and opening structures of a deployable two-ring-plate spline segmented structure cylinder mould and a mesh sheet fiber cage without vertical ribs respectively; and a stirrup can be added.

FIGS. 2A and 2B are schematic views of the contraction and opening structures of a fiber cage with a combination of a double-ring-plate spline loose structure mesh and a stirrup and without a vertical rib;

FIGS. 3A and 3B are schematic structural views of a single-cage fiber cage which has no vertical ribs and can be unfolded to form a double-ring-plate spline loose structure and is contracted and opened (opened) respectively;

FIGS. 4A and 4B are schematic views of the contraction and opening structures of the fabric cage with the double annular plate spline loose structure and without vertical ribs, respectively;

FIGS. 5A and 5B are schematic views of the contraction and opening structures of the stirrup fiber cage with the double-ring-plate spline loose structure without vertical ribs;

FIGS. 6A and 6B are schematic views showing the contraction and opening structures of the fiber cage of the net sheet with the double annular plate spline loose structure without vertical ribs;

FIGS. 7A and 7B are schematic views of the contraction and opening structures of a deployable two-ring-plate spline segmented structure cylinder mould and mesh sheet fiber cage without vertical ribs, respectively; and a stirrup can be added (the plate is an unpowered spring plate and needs to be opened by a grouting pipe and a support rod).

FIGS. 8A and 8B are schematic diagrams of the contraction and opening structures of the fiber cage with the combination of the double-ring-plate spline loose structure net sheet and the hoop reinforcement without the vertical reinforcement (this is an unpowered spring plate, which needs to be opened by a grouting pipe and a stay bar);

FIGS. 9A and 9B are schematic structural diagrams of a single-cage fiber cage which has no vertical ribs and can be unfolded to form a double-ring-plate spline loose structure, and the structure is retracted and opened (opened) (this is an unpowered spring plate and needs to be opened by a grouting pipe and a support rod);

FIGS. 10A and 10B are schematic diagrams of the contraction and opening structure of a cloth fiber cage with a double-ring-plate spline loose structure without vertical ribs (this is an unpowered spring plate, which needs to be opened by a grouting pipe and a stay bar);

FIGS. 11A and 11B are schematic diagrams of the contraction and opening structures of the stirrup fiber cage with the double-ring-plate spline loose structure without vertical ribs (this is an unpowered spring plate, which needs to be opened by a grouting pipe and a stay bar);

FIGS. 12A and 12B are schematic diagrams showing the contraction and opening structures of the fiber cage of the net sheet with the double ring plate spline loose structure without vertical ribs (this is an unpowered spring plate, which needs to be opened by a grouting pipe and a stay bar);

FIG. 13 is a variable diameter fiber cage with a shroud; the protective cover can be in the form of one piece, two pieces or multiple pieces, and the material is not limited.

FIGS. 14A and 14B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs and a contraction and opening structure of a mesh fiber cage, respectively;

FIGS. 15A and 15B are schematic views of a deployable double-layer ring plate spline segmented (with multiple underwires) structure with vertical ribs and a retracted and deployed structure of a mesh fiber cage, respectively;

FIGS. 16A and 16B are schematic views of a retractable double-layer ring plate spline structure with vertical ribs and a contraction and opening structure of a mesh cage and a mesh sheet fiber cage respectively;

FIGS. 17A and 17B are schematic views of a deployable double-layer ring plate spline segmented structure (with multiple bottom supports) with vertical ribs and a contraction and opening structure of a cylinder mould plus mesh piece fiber cage, respectively;

FIGS. 18A and 18B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs and a contraction and opening structure of a mesh fiber cage, respectively;

FIGS. 19A and 19B are schematic diagrams of a deployable double-layer ring plate spline segmented (with multiple underwires) structure with vertical ribs and a retracted and opened structure of a mesh fiber cage, respectively;

FIGS. 20A and 20B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs (middle power spring) and a retractable and openable structure of a mesh fiber cage, respectively;

FIGS. 21A and 21B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs (middle power spring) and a contraction and opening structure of a mesh sheet hooped fiber cage, respectively;

FIGS. 22A and 22B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs (middle power springs) and a retractable and openable structure of a cylinder mould fiber cage, respectively;

FIGS. 23A and 23B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs (middle power springs) and a retractable and openable structure of a cylinder mould and a mesh sheet fiber cage, respectively;

FIGS. 24A and 24B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs (middle power spring) and a retractable and openable structure of a cloth piece fiber cage, respectively;

FIGS. 25A and 25B are schematic views of a deployable double-layer ring plate spline segmented structure without vertical ribs (middle power spring) and a contraction and opening structure of a mesh fiber cage, respectively;

FIGS. 26A and 26B are schematic views of a deployable double-layer ring plate spline segmented structure without vertical ribs (middle power spring) and a contraction and opening structure of a cylinder mould fiber cage respectively;

FIGS. 27A and 27B are schematic views of a deployable double-layer ring plate spline segmented structure without vertical ribs (middle power spring) and a contraction and opening structure of a mesh-sheet and mesh cage fiber cage, respectively;

FIGS. 28A and 28B are schematic views of a deployable double-layer ring plate spline segmented structure without vertical ribs (middle power spring) and a contraction and opening structure of a cloth piece fiber cage, respectively;

FIGS. 29A and 29B are schematic views of the expandable multi-layer ring plate spline segmented structure with vertical ribs and the contraction and opening structure of the cloth piece fiber cage, respectively;

FIGS. 30A and 30B are schematic diagrams of a deployable multi-layer ring plate spline segmented (with bottom support) structure with vertical ribs and a retractable and openable structure of a cloth piece fiber cage, respectively;

FIGS. 31A and 31B are schematic views of the expandable multi-layer ring plate spline segmented structure with vertical ribs and the contraction and opening structure of the stirrup fiber cage, respectively;

FIGS. 32A and 32B are schematic diagrams of a deployable multi-layer ring plate spline segmented (with bottom support) structure with vertical ribs and a contracting and opening structure of a stirrup fiber cage, respectively;

FIGS. 33A and 33B are schematic views of the retractable multi-layer ring plate spline activating mechanism with vertical ribs and the contraction and opening structure of the mesh sheet hooped fiber cage, respectively;

FIGS. 34A and 34B are schematic views of a deployable multi-layer ring plate spline segmented (with bottom support) structure with vertical ribs and a contraction and opening structure of a mesh-hooped fiber cage, respectively;

FIGS. 35A and 35B are schematic views of a retractable multi-layer ring plate spline structure with vertical ribs and a retractable and openable structure of a mesh cage and a mesh sheet fiber cage, respectively;

FIGS. 36A and 36B are schematic views of a deployable multi-layer ring plate spline segmented (with bottom support) structure with vertical ribs and a retraction and opening structure of a cylinder mould plus mesh fiber cage, respectively;

FIGS. 37A and 37B are schematic views of the retractable multi-layer ring plate spline activating mechanism with vertical ribs and the retractable and openable structure of the cylinder mould fiber cage, respectively;

FIGS. 38A and 38B are schematic views of an expandable multi-layer ring plate spline segmented (with bottom support) structure with vertical ribs and a contraction and opening structure of a cylinder mould fiber cage, respectively;

FIGS. 39A and 39B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs and a contraction and opening structure of a mesh sheet hooped fiber cage, respectively;

FIGS. 40A and 40B are schematic views of a deployable double-layer ring plate spline segmented (with bottom support) structure with vertical ribs and a contraction and opening structure of a mesh-hooped fiber cage, respectively;

FIGS. 41A and 41B are schematic views of a retractable double-layer ring plate spline structure with vertical ribs and a contraction and opening structure of a cylinder mould fiber cage respectively;

FIGS. 42A and 42B are schematic views of an expandable double-layer ring plate spline segmented structure (having multiple pressure-bearing member shoes) with vertical ribs and a contraction and opening structure of a cylinder mould fiber cage, respectively;

FIGS. 43A and 43B are schematic views of the expandable double-layer ring plate spline joint structure with vertical ribs and the contraction and opening structure of the stirrup fiber cage, respectively;

FIGS. 44A and 44B are schematic views of a deployable double-layer ring plate spline segmented (having multiple pressure-bearing member shoes) structure with vertical ribs and a contracting and opening structure of a stirrup fiber cage, respectively;

FIGS. 45A and 45B are schematic views of a deployable double-layer ring plate spline segmented structure with vertical ribs and a contraction and opening structure of a mesh fiber cage, respectively;

FIGS. 46A and 46B are schematic diagrams of a deployable double ring plate spline segmented (with multiple pressure bearing shoe mounts) configuration with vertical ribs and a retracted and open configuration of a mesh fiber cage, respectively;

FIGS. 47A and 47B are schematic views of an expandable double-layer spline activating structure with vertical ribs and a contraction and opening structure of a cloth piece fiber cage, respectively;

FIGS. 48A and 48B are schematic views of a deployable double-layer ring plate spline segmented structure (having multiple pressure-bearing member shoes) with vertical ribs and a retractable and openable structure of a cloth piece fiber cage, respectively;

FIGS. 49A, 49B, 49C and 50 are schematic structural views of honeycomb, melon-net and lattice structure fiber net cages,

fig. 51A (a contracted state of the honeycomb, melon-net, lattice-structured fiber net cage) and fig. 51B are structural schematic diagrams (an expanded state) of an expandable multi-layer ring plate spline loose structure with vertical ribs and the honeycomb, melon-net, lattice-structured fiber net cage; FIG. 51C is a schematic structural view (in an unfolded state) of a deployable multi-layer ring plate spline network structure and a honeycomb, melon-net and lattice fiber net cage without vertical ribs; FIG. 51D is a schematic structural view (in an expanded state) of a deployable double-layer ring plate spline segmented structure and a honeycomb, melon-net and lattice fiber net cage with vertical ribs;

FIG. 52A is a schematic structural view (in an unfolded state) of an expandable multi-layer ring plate spline loose structure with vertical ribs, and honeycomb, melon-net, lattice structures and a fiber mesh cage with a pressure bearing plate; FIG. 52B is a schematic structural view (in an unfolded state) of an expandable multi-layer ring plate spline loose structure with vertical ribs, and honeycomb, melon-net, lattice structures and a fiber mesh cage with a pressure bearing plate; FIG. 52C is a schematic structural view (in an unfolded state) of a multi-layer expandable annular plate spline loose structure, a honeycomb, melon-net and crystal lattice structure and a fiber mesh cage with a pressure bearing plate, which are free of vertical ribs; FIG. 53A is a schematic structural view (in an unfolded state) of an expandable double-layer ring plate spline loose structure with vertical ribs, a honeycomb-shaped, melon-net-shaped, lattice-shaped and pressure-bearing plate-provided fiber mesh cage; FIG. 53B is a schematic structural view (in an unfolded state) of an expandable double-layer ring plate spline loose structure with vertical ribs, a honeycomb, melon-net and lattice structure and a fiber mesh cage with a pressure bearing plate; FIG. 53C is a schematic structural view (in an unfolded state) of a double-layer ring plate spline flexible structure capable of being unfolded without vertical ribs, and a honeycomb, melon-net and lattice structure and a fiber mesh cage with a pressure bearing plate;

FIG. 54A is a schematic structural view (in an unfolded state) of an expandable multi-layer ring plate spline loose structure with vertical ribs, and honeycomb, melon-net, lattice structures and a fiber mesh cage with a pressure bearing plate; FIG. 54B is a schematic structural view (in an unfolded state) of an expandable multi-layer ring plate spline loose structure with vertical ribs, and honeycomb, melon-net, lattice structures and a fiber mesh cage with a pressure bearing plate; FIG. 54C is a schematic structural view (in an unfolded state) of a multi-layer ring plate spline activating structure capable of being unfolded without vertical ribs, and a honeycomb, melon-net and crystal lattice structure and a fiber mesh cage with a pressure bearing plate;

FIG. 55A is a schematic structural view (in an unfolded state) of an expandable double-layer ring plate spline loose structure with vertical ribs, and honeycomb, melon-net and lattice structures and a fiber mesh cage with a pressure bearing plate; FIG. 55B is a schematic structural view (in an unfolded state) of an expandable double-layer ring plate spline loose structure with vertical ribs, a honeycomb, melon-net and lattice structure and a fiber mesh cage with a pressure bearing plate; FIG. 55C is a schematic structural view (in an unfolded state) of a double-layer ring plate spline loose structure capable of being unfolded without vertical ribs, and a honeycomb, melon-net and crystal lattice structure and a fiber mesh cage with a pressure bearing plate;

FIG. 56A is the contracted state of FIGS. 54A-C; FIG. 56B is the contracted state of FIGS. 52A-C; FIG. 56C is a contracted state of the series of FIGS. 55; FIG. 56D is the contracted state of FIGS. 53A-C;

fig. 57A-57F are schematic diagrams of a variable diameter fiber enlarged head anchor rod bearing member (plate), fig. 57A is a bearing nut, fig. 57B is a bearing flange nut, fig. 57C is a bearing flange nut with filler, fig. 57G is a steel plate high-strength nut, and the bearing flange nut and the filler are metal, cement paste, concrete, epoxy resin grade composite materials or other composite materials. Fig. 57D, 57E, and 57F are tapered bearing members; the pressure receiving member is not limited to this form;

FIG. 58A, FIG. 58B, FIG. 59A, FIG. 59B, FIG. 60A, FIG. 60B, FIG. 61A and FIG. 61B are schematic diagrams of a balloon-type expanded head anchor rod with a balloon core formed by sewing a plurality of layers of fiber meshes and the inner wall of a balloon; fibers are added to the grout in fig. 58B, 59B, 60B, 61B.

FIG. 62A is a schematic view of a vertical rib expandable multi-layer ring plate bag type mesh cage fiber expanded footing anchor rod; FIG. 62B is a schematic view of a vertical rib expandable multi-layer ring plate bag type cylinder mould fiber expanded footing anchor rod (fiber is added into the grouting body);

FIG. 63A is a schematic view of a vertical rib expandable multi-layer annular plate bag type mesh fiber expansion head anchor rod; FIG. 63B is a schematic view of a vertical rib expandable multi-layer annular plate bag type mesh fiber expansion head anchor rod (fibers are added into the grouting body);

fig. 64A and 66A are schematic diagrams of vertical rib expandable double-layer ring plate bag type mesh cage fiber expansion head anchor rods;

fig. 64B and 66B are schematic diagrams of vertical rib expandable double-layer ring plate bag type mesh cage fiber expanded head anchor rods (fibers are added in the grouting body);

FIGS. 65A and 67A are schematic diagrams of vertical bars of expandable double-layer annular plate bag type mesh fiber expansion head anchor rods;

fig. 65B and 67B are schematic diagrams of vertical rib expandable double-layer ring plate bag type mesh fiber expanded head anchor rods (fibers are added into the grouting body);

FIG. 68A is a schematic view of a vertical bar (middle power spring) deployable double-layer ring plate bag type cylinder mould fiber expanded footing anchor rod; FIG. 68B is a schematic view of a vertical bar (middle power spring) deployable double-layer ring plate bag type cylinder mould fiber expanded footing anchor rod (fiber is added into the grouting body);

FIG. 69A is a schematic view of a vertical rib (middle power spring) deployable double-layer annular plate bag type mesh fiber enlarged head anchor rod; FIG. 69B is a schematic view of a vertical bar (middle power spring) deployable double-layer ring plate bag type mesh fiber expanded head anchor rod (fiber is added to the grouting body);

FIG. 70A is a schematic view of a deployable bag-type two-ring plate structure mesh cage plus mesh sheet fiber cage enlarged footing anchor rod without vertical ribs; FIG. 70B is a schematic view of a deployable bag-type two-ring plate structure mesh cage plus mesh sheet fiber cage enlarged footing anchor without vertical ribs (fibers are added into the grouting body);

FIG. 71A is a schematic view of a deployable bag-type two-ring plate structure cylinder mould plus mesh sheet fiber cage enlarged footing anchor rod without vertical ribs (this is an unpowered spring plate, which needs to be opened by a grouting pipe and a stay bar); fig. 71B is a schematic view of a large anchor rod without vertical ribs and capable of expanding a bag-type double-ring plate structure cylinder mould and a net sheet fiber cage expansion head (this is an unpowered spring plate and needs to be opened by a grouting pipe and a support rod) (the grouting body is added with fibers);

FIG. 72A is a schematic view of a bag type expandable multi-layer ring plate spline loose structure with vertical ribs, and a honeycomb, melon-net, lattice structure and expanded head anchor rod with a pressure bearing plate fiber net cage; fig. 72B is a schematic view of a bag-type expandable multi-layer ring plate spline loose structure with vertical ribs, a honeycomb, melon-net, lattice structure and a fiber mesh cage enlarged footing anchor rod with a bearing plate (fiber is added in the grouting material).

FIG. 73A is a schematic view of a large anchor rod without vertical ribs and capable of expanding a two-ring-plate structure cylinder mould and a mesh plate fiber cage expansion head (the anchor rod is an unpowered spring plate and needs to be opened by a grouting pipe and a support rod);

fig. 73B is a schematic view of a large anchor rod without vertical ribs and capable of expanding a two-ring-plate structure mesh cage and a mesh fiber cage expansion head (this is an unpowered spring plate, which needs to be opened by a grouting pipe and a stay bar) (fibers are added into grouting);

FIG. 73C is a schematic view of an anchor rod with expandable bag-type two-ring plate structure cylinder mould and mesh sheet fiber cage expansion head without vertical ribs (this is an unpowered spring plate, which needs to be opened by a grouting pipe and a stay bar);

fig. 73D is a schematic view of a large anchor rod without vertical ribs and capable of expanding a bag-type two-ring-plate structure cylinder mould and a net-sheet fiber cage expansion head (this is an unpowered spring plate and needs to be opened by a grouting pipe and a stay bar) (fibers are added into a grouting body);

FIG. 74A is a schematic view of a deployable multi-layer ring plate spline segmented structure with vertical ribs, and a honeycomb, melon-net, lattice structure and a fiber mesh cage enlarged footing anchor rod with a pressure bearing plate;

FIG. 74B is a schematic view of a deployable multi-layer ring plate spline segmented structure with vertical ribs, and a honeycomb, melon-net, lattice structure and a fiber mesh cage enlarged footing anchor rod with a pressure-bearing plate (fibers are added into the grouting material);

FIG. 74C is a schematic view of a bag type expandable multi-layer ring plate spline loose structure with vertical ribs, and a honeycomb, melon-net, lattice structure and expanded head anchor rod with a pressure bearing plate fiber mesh cage;

FIG. 74D is a schematic view of a bag type expandable multi-layer ring plate spline loose structure with vertical ribs, and a honeycomb, melon-net, lattice structure and expanded-head anchor rod with a pressure-bearing plate fiber net cage (fibers are added in the grouting material);

FIG. 75A is a schematic view of a strut-deployed double-layer ring plate with vertical ribs and a multi-layer mesh fiber cage enlarged footing anchor rod; fig. 75B is a partially enlarged schematic view of fig. 75A.

Fifth, detailed description of the invention

The components shown in the figures, multi-level means three to ten levels or more (for longer fiber cages, strength may be improved), including a main fiber rod or bar 4 or axial rod 4-1, a plurality of vertical bars, one or two rings or ring plates, and a plurality of sets of bars corresponding to a plurality (3-10 or more) of rings or ring plates.

The two circular rings or the circular plates have two structures, namely a structure with a plurality of vertical ribs parallel to the main rod body and a structure without the vertical ribs, and a flexible fiber mesh cage (cloth, sheet and the like), in particular to the fiber mesh cage is adopted. Can be prepared into various shapes; the structure of the double-ring plate structure mesh cage, the structure of the multi-layer ring plate structure mesh cage and the formed anchor rod do not exceed the scope of the invention. There are many kinds of structures shown in the drawings.

The circular rings or the annular plates are sleeved on a main fiber rod or a main steel bar (which can comprise an axial rod or be integrated with the axial rod) or a pile foundation rod, each circular ring or the annular plate is surrounded by a ring to be movably fixed with a group of ribs with the same number as a plurality of vertical ribs, one end of each rib is movably connected with the position with the same height of the vertical rib, the other end of each rib is movably connected with the circular ring or the annular plate, namely, the different height of each vertical rib is respectively and movably connected with each group of ribs of at least two circular rings or the annular plates, and a plurality of vertical ribs surround the main fiber rod or the main steel bar or the axial rod; the periphery of the vertical rib is provided with an annular stirrup as a weft of the periphery, the annular stirrup and the vertical rib are provided with fixed points, and the annular stirrup is an annular spiral power spring 9 stirrup or a flexible steel wire made of elastic materials; the annular stirrup is tightened to be in an unused state, and an annular stirrup releasing device is arranged at the end part of the annular stirrup of the spiral power spring 9; when using flexible steel wire, it is equipped with a release device for opening vertical bar and rib. At least one circular ring or ring plate (all ring plates can be driven by a connecting structure of the circular ring or the ring plate, such as an axial rod, to drive the ribs to be unfolded) slides on the main fiber rod or the main steel bar or the axial rod or the pile foundation rod, and the sliding circular ring or the ring plate is provided with a positioning device on the main fiber rod or the main steel bar or the axial rod or the pile foundation rod. The axial rod 4-1 can be a tubular sleeve which is sleeved on the main steel bar (the main steel bar can also be fibrous) 4, or the axial rod and the tubular sleeve are the same, and the ring or the ring plate directly slides on the main steel bar.

The preparation of the fiber anchor rod body can be referred to the prior application of the applicant: a tensile fiber anchor rod body and an anchor rod are disclosed, and the application number is 2021102602528. Mainly comprises carbon fibers, basalt fibers, glass fibers, aramid fiber glass, glass fiber reinforced resin, geotextile, canvas, ultra-high molecular weight polyethylene fibers, boron ethylene, polytetrafluoroethylene, graphene, carbon element related materials and composite materials thereof, macromolecules, macromolecular polymer materials, nanometer materials, steel, other metals, composite metals, metal materials, non-metal materials and the like.

2-3 kinds of fiber framework pieces 7 are arranged and used as a concrete cylindrical framework. If the periphery of the vertical rib is provided with a stirrup, the stirrup and the vertical rib are provided with a fixed point or a flexible fixed point; the stirrup is in the shape of a continuous loop, a plurality of independent loops, or a plurality of independent loops with gaps. The hooping can be rigidly fixed or flexibly connected (tied) on the vertical rib. The stirrup is not tightened and is in an unused state, and the stirrup is a rigid or flexible fiber line;

the device comprises a main fiber rod or main steel bar or axial rod 4, a circular ring or annular plate 1, a plurality of vertical ribs 2, ribs 3, a positioner 5, a circular hoop 6, a steel lantern ring 6-1 at the end part of the hoop, a connection point of the circular hoop and the main fiber rod or main steel bar or axial rod 4 or circular ring or annular plate 1, and a release mechanism 8 (which can be a safety pin and the like), wherein the safety pin can be pulled out of a jack; the ribs 3 can be round rods or flat rods; a pin shaft 3-1 and a pin shaft circular ring rib component (a U-shaped fixed circular ring rib component). The retainer 5 serves to relatively fix the power spring 9.

The figure also shows that the periphery of the vertical rib is provided with a stirrup, and the stirrup and the vertical rib are provided with fixed points; the annular hoop is tightened to be in an unused state, and the annular hoop is a spiral power spring 9 or a flexible steel wire; the stirrups are continuous rings, a plurality of independent rings or a plurality of independent rings with gaps; or forming annular framework ribs for the discontinuous short ribs. The weft threads can be spiral threads or circles, circular rings or discontinuous arcs which are uniformly distributed on the vertical ribs.

The basic structure of the invention is shown in figures 1 and 2: the reducing fiber cage comprises a main fiber rod or a main reinforcing steel bar or an axial rod, a circular ring or a ring plate, a plurality of vertical ribs and ribs, wherein the circular ring or the ring plate is perpendicular to the main fiber rod or the main reinforcing steel bar or the axial rod, one end of each vertical rib is uniformly fixed on the circular ring or the ring plate, the other end or the middle part of each vertical rib is connected with one end of each rib, one end of each rib is connected with the circular ring or the ring plate, and the circular ring or the ring plate is fixed on the main fiber rod or the main reinforcing steel bar or the axial rod or a pile base rod. The ribs 3 resemble straight bars of umbrella ribs.

Fig. 3 and 4 are schematic diagrams of the tightening structure and the releasing structure of the invention, three vertical bars are provided, and 3 bars or more are provided, and the cross section of the variable-diameter fiber cage is polygonal when the weft is of a steel strand, a steel rope or other structures and is opened. In fig. 3 and 4, the vertical bars are straight bars vertically distributed in parallel with the main fiber rod or the main steel bar or the axial rod, and the vertical bars can also be uniformly distributed in a diagonal manner: one end of a plurality of vertical ribs is uniformly fixed on the circular ring or the annular plate, the other end or the middle part of each vertical rib is connected with one end of a rib, the other end of the rib is connected with the circular ring or the annular plate, and the circular ring or the annular plate slides on the main fiber rod or the main steel bar or the axial rod (pile base rod). When the diameter ratio of the circular ring or the annular plate fixed at one end of the vertical ribs is larger, and the other end of each rib is connected to the circular ring or the annular plate to be expanded, the vertical ribs can be vertically distributed in parallel with the main fiber rod or the main steel bar or the axial rod.

The vertical ribs can also be in a tooth shape or a circular arc shape, and more than 6 uniformly distributed vertical ribs after the reducing fiber cage is expanded form a spherical or tooth column structure.

The release device for spreading the vertical ribs is an end release device of a spiral power spring 9 annular stirrup; the end part releasing device is a structure that the end part of the annular stirrup is prepared into a shaft pin or a shaft hole, when the end part of the stirrup of the spiral power spring 9 is the shaft pin, a fixing hole is inserted, and when the end part of the stirrup of the spiral power spring 9 is the shaft hole, another pin shaft is arranged to fix the end part of the stirrup.

When the peripheral weft is a flexible steel wire, the release device for opening the rib vertical ribs is a device for opening the umbrella ribs; the flexible steel wire comprises a steel strand, a steel rope, a chain structure or a tensile wire.

The spiral power spring 9 is used for expanding the vertical rib at the position of the inner ring of the vertical rib; when the spiral power spring 9 annular stirrup and the weft are flexible steel wires, the power spring 9 annular stirrup and the flexible steel wires are both provided with fixing points with the vertical ribs, and the fixing points are snares with certain spaces. The mode that the rib is movably connected with the vertical rib is as follows: the circular ring or the circular plate connects the ribs to the vertical ribs through the pin shaft and the pin shaft circular ring rib assembly respectively; the number of the vertical ribs is more than 3. The vertical ribs are linear or curved.

More than 2 circular rings or ring plates are uniformly distributed on the shaft, at least one circular ring or ring plate slides on the main fiber rod or the main steel bar or the axial rod, and a limiting, positioning or stopping block for limiting the sliding distance of the circular ring or ring plate is arranged.

The sliding ring or the ring plate is provided with a release device for opening the vertical ribs of the ribs; the vertical bar releasing device of the spreading bar is a power spring 9 device which is sleeved on the main fiber rod or the main steel bar or the axial rod and used for spreading a ring or a ring plate, and at least one sliding ring or ring plate is spread. The peripheral weft stirrup is a flexible steel wire and is also like the power spring 9, and the peripheral weft stirrup is rigid and has elasticity.

When the peripheral annular stirrups are spring stirrups or flexible steel wire wefts, power springs 9 sleeved on the main fiber rods or the main steel bars or the axial rods are arranged, the power springs 9 lock or stop the circular rings or the circular plates under the state of compressive or stretching stress, and after the locking or stopping is opened, the power springs 9 drive the circular rings or the circular plates to slide on the main fiber rods or the main steel bars or the axial rods to drive the rib strips to stretch out under the stress of the power springs 9, so that the vertical ribs are expanded.

When the circular ring or the annular plate is fixed on the main fiber rod or the main steel bar or the axial rod, the circular ring or the annular plate and the main fiber rod or the main steel bar or the axial rod are of an integrated structure.

According to the using requirements of specific engineering and the diameter-variable principle of the invention, the movable spring 9 type diameter-variable fiber cage with various three-dimensional shape characteristics is formed, and comprises a cylinder, a polygonal cylinder, a truncated cone, a trapezoidal cylinder, a sphere, a bamboo joint-shaped cylinder and the like; according to the using performance requirements of specific engineering and the diameter-variable principle of the invention, the movable-force spring 9-type diameter-variable fiber cage which is characterized by double-layer or multi-layer cage-in-cage is formed for the pile foundation power spring 9-type diameter-variable fiber cage with the super-large diameter.

The periphery of the vertical rib of the reducing fiber cage is provided with an annular stirrup which is made of elastic materials. The hoop reinforcement may be in the form of a helical power spring 9. The hoops are tightened in an unused state (for placing into a borehole), and the ends of the hoops are provided with release devices. In a tightened and elastically constrained unused state, the diameter of the annular stirrup is changed after the annular stirrup is released, and the diameter of the annular stirrup is expanded to be in an original loose state, namely after the annular stirrup with a smaller diameter is released to an expansion body end of the anchor rod or the pile foundation, the diameter of the annular stirrup is expanded to the design requirement (for example, the diameter of the annular stirrup is expanded from less than 200mm to 400mm, and the diameter of the annular stirrup is expanded from 150mm to 350mm in the typical two types).

The release device who struts the perpendicular muscle of rib has two kinds, and firstly the elasticity locking of cyclic annular stirrup: the periphery of the vertical rib is provided with an annular stirrup (or the periphery of the vertical rib can be provided, the position of an inner ring of the vertical rib is used for expanding the vertical rib), the annular stirrup and the vertical rib are provided with fixed points, and the annular stirrup is made of elastic materials; the annular stirrup is tightened to be in an unused state, and the end part of the annular stirrup is provided with a release device; the end part of the annular hoop is provided with a release device; the end part of the stirrup is prepared into a structure of a shaft pin or a shaft hole, if the end part of the stirrup is the shaft pin, a fixing hole is inserted, and when the end part of the stirrup is the shaft hole, another shaft pin is used for fixing the end part of the stirrup.

And the other is that when the steel wire is flexible, a release device for the vertical ribs of the expansion ribs is arranged on the circular ring or the circular plate. When the peripheral weft is a flexible steel wire, the release device for opening the rib vertical ribs is a power spring 9 (similar) device for opening the sleeve rod of the umbrella rib to open at least one sliding circular ring or ring plate.

A stopper is provided to stop the ring to define its position on the main fiber rod or main steel bar or axial rod, and the elastic force of the power spring 9 drives the ring plate to slide when the stopper is released. The diameters of all the circular rings or the circular plates are the same as the diameters of the circular rings or the circular plates after the ribs are opened after the circular rings or the circular plates are released, and the vertical ribs can also be parallel to the main fiber rod or the main reinforcing steel bars or the axial rods to form a cylindrical fiber cage; when the diameter of the circular ring or the circular plate is different from the diameter of the circular ring or the circular plate after the rib is opened after the circular ring or the circular plate is released, the circular truncated cone-shaped fiber cage is formed.

The power spring 9 is sleeved on the main fiber rod, the main steel bar or the axial rod, the rib is connected between the circular ring or the annular plate and the vertical rib, the circular ring or the annular plate and the circular ring or the annular plate slide on the main fiber rod, the main steel bar or the axial rod, the power spring 9 is arranged between the (second, third and the like) circular ring or the annular plate and the (first) circular ring or the annular plate 1, when the vertical rib is contracted, the sliding distance of the rib (rightward) on the main fiber rod, the main steel bar or the axial rod is longer than that of the second rib, the power spring 9 is arranged between the second circular ring or the annular plate and the first circular ring or the annular plate 1 and is compressed, the stop gear is arranged inside the main fiber rod, the main steel bar or the axial rod and stops the second circular ring or the annular plate, and when the stop gear is released, the second circular ring or the annular plate and the circular ring or the annular plate automatically move leftward under the action of the power spring 9, and the vertical rib around is stretched.

The power spring 9 sleeved on the main fiber rod or the main steel bar or the axial rod can be used for driving one sliding ring or ring plate (the other ring or ring plate is fixed) by using a tension spring or a compression spring, and the driving can release two or more ribs (then drives the vertical ribs) at the same time; the tension spring or the compression spring acts on the two or more sliding circular rings or the circular plates to release two or more groups of ribs simultaneously. The tension spring or the compression spring can act on a sliding ring or a ring plate to release the rib and the vertical rib. Or a pair of tension springs or compression springs can be used for simultaneously driving the two sliding circular rings or the circular plates to simultaneously release two or more groups of ribs; the size of the tension spring or the compression spring can be fixed by a limit clamp or the size of the ring or the ring plate can be limited by a stop or the limit clamp at the elastic stress position of the tension spring or the compression spring, and when the stop or the stop is disengaged, the reducing fiber cage is released. 13-3 grouting pipe interface, 13-1 grouting pipe.

The power spring 9 sleeved on the main fiber rod or the main steel bar or the axial rod and the hoop reinforcement of the annular spiral power spring 9 can be used simultaneously.

More specific embodiments are shown in the figures. The device comprises a main fiber rod or a main steel bar or an axial rod 4, a plurality of vertical ribs 2, ribs 3, a circular ring or a ring plate 1, a circular hoop 6, a steel lantern ring 6-1 at the end part of the hoop, a connection point of the circular hoop and the main fiber rod or the main steel bar or the axial rod 4, a release mechanism 8, a jack 8-1 matched with the circular hoop steel lantern ring, a bearing plate welded or screwed with the steel bar, a bearing plate 10 and a limiter 5; a pin shaft 3-1 and a pin shaft circular ring rib component (a U-shaped fixed circular ring rib component). The end part of the structural stirrup of the annular stirrup 6 (in a spiral shape) is provided with a steel sleeve 6-1 which is a component of a release mechanism of the annular stirrup 6, an annular stirrup steel sleeve ring is matched with a jack matched with the annular stirrup steel sleeve on the ring or the ring plate 1, a bolt is inserted into the steel sleeve ring and the jack to restrain the annular stirrup in a tightening state, and the bolt is pulled to release the elastic annular stirrup; typical application parameters are a diameter of 200mm in the tightened configuration and a diameter of 400mm in the released configuration.

The two rings or ring plates 1 of the first ring rib assembly (the flexible connection assembly of the disc and the rib) and the second (up to the Nth) ring rib assembly are the same structure, namely the first and the second rings or ring plates. On the first circular rib assembly and the second circular rib assembly, each rib group comprises 6-10 flat steel bars, one end of each rib is connected to the ring plate, and the other end of each rib is connected to the vertical rib 2. The first and the second circular rings or ring plates, namely the two ring plates, connect the ribs to the vertical ribs (or the ends of the two ribs are movably connected) through the pin shafts 3-1 and the pin shaft U-shaped connecting pieces respectively for movable fixation.

The two circular rings or the circular plates respectively extend out of the ribs to be movably fixed at two positions of each vertical rib 2 until the Nth group of circular ring rib groups are connected to the same height of one group of vertical ribs; the annular plate can slide on the main fiber rod or the main steel bar or the axial rod 4, when the annular plate slides to enable the ribs to be folded towards the vertical direction, the vertical ribs 2 are folded, and when the annular plate slides to enable the ribs to be opened (released) towards the transverse opening direction, the vertical ribs 2 are opened. The chassis can be used as a bearing plate 10 and fixed at the end part of the main fiber rod or the main steel bar or the axial rod 4 so as to be convenient for placing the device into a drill hole, and the main fiber rod or the main steel bar or the axial rod 4 is sleeved with a driving power spring 9; the ribs 3 can be flat bars; the round ring or the ring plate 1 and the vertical rib 2 are provided with a pin shaft 3-1 and a pin shaft U-shaped connecting piece, and the round ring or the ring plate 1 is provided with a notch ring-shaped hoop reinforcement steel lantern ring matched insertion hole to enable the release mechanism 8 (steel rod inserted).

The annular stirrup 6 can be reused (the annular stirrup 6 is spiral and has proper elasticity and can be restrained and released, the diameter during restraint is half of the diameter during release, or the diameter during tightening restraint can be enlarged by 10-35cm during release), a steel lantern ring is arranged at the end part of the stirrup and is a component of a release mechanism of the annular stirrup 6, the annular stirrup steel lantern ring is matched with a circular ring or a jack matched with the annular stirrup steel lantern ring on the ring plate 1, a bolt is inserted into the steel lantern ring and the jack and used for restraining the annular stirrup in a tightened state, and the bolt is pulled to release the elastic annular stirrup; typical application parameters are a diameter of 200mm in the tightened configuration and a diameter of 400mm in the released configuration. The power spring 9 type variable-diameter fiber cage with other specifications can be matched with various drilling hole diameters and application requirements.

The construction process comprises the following steps: positioning → cement paste preparation → rotary jet grouting pile machine drilling to design depth (drilling hole a) → high pressure rotary jet grouting construction or mechanical reaming construction (reaming b) → lower anchor head c → opening enlarging mechanisms d, e in the anchor head, opening the fiber cage to design size (large pile hole can reach more than 1 meter or nearly 2 meters) → high pressure grouting or pouring concrete f.

The construction application process of the reducing fiber cage comprises the following steps:

the common steel bar becomes the elastic steel bar after special processing (quenching and the like); processing the hooping with the reduced diameter after being wound tightly by using the processed elastic steel bar; or the power spring 9 is sleeved on the main fiber rod or the main steel bar or the axial rod, and the stress of the power spring 9 is enough to drive the circular ring or the circular plate to open the ribs.

a. The diameter of a hooping of the fiber cage is less than or equal to 200mm, and after the fiber cage is placed on the anchor rod expansion body section, a restraint mechanism in the fiber cage is opened, and the diameter of the hooping reaches 400 mm;

b. the longitudinal ribs are unfolded under the action of the mechanism and tightly attached to the stirrups until the longitudinal ribs cannot be unfolded; high-pressure grouting or pouring concrete to form a pile;

c. and the bottom of the expander section is mechanically connected with the rod body and the expansion head by adopting a chassis, namely an anchor backing plate. The anchor backing plate can also be replaced by a guide cap and the like, and when the guide cap is used for replacement, the bottom loose anchor plate is the pressure-bearing anchor backing plate.

The application of the invention comprises an anti-floating tensile pile (anchor rod), a slope protection pile (anchor rod), a compression-resistant bearing engineering pile and a pile foundation or anchor rod which is also used for geological disaster control. The invention has the advantages of energy saving, environmental protection, work efficiency increase, cost reduction and construction period reduction, wide application range, safety, reliability, easy quality monitoring, inspection and examination and easy detection of the shape and position of metal by conduction or the like.

The application of the invention is as follows: silty clay-silty clay, strongly weathered argillaceous siltstone-sandy mudstone, siltstone, moderately weathered argillaceous siltstone-sandy mudstone, moderately weathered siltstone, and the like.

Calculating the uplift bearing capacity of a single expanded head anchor rod: according to the engineering geological survey report and the designed anchor rod type and the technical regulation of high-pressure jet enlarged head anchor rod (JGJ/T282-2012), the ultimate bearing capacity and the design bearing capacity of the engineering enlarged head anchor rod are calculated as follows: 250/750 (circular cross section), the length of single anchor rod is 15 meters, the length of common anchoring section is 12.5 meters, the length of the expanded anchoring section is 2.5 meters, the strongly weathered argillaceous siltstone-sandy mudstone and siltstone layer are used as the expanded anchoring section, and the length of the expanded anchoring section is not less than 2.5 meters. The characteristic value of the uplift bearing capacity of the single enlarged head anchor rod is 500 KN.

According to the calculation of the punched bearing capacity in the concrete structure design specification GB 50010-2010, under the action of local load or concentrated counter force, the punched bearing capacity of the plate provided with the stirrup or the bent reinforcing steel bar meets the following requirements, and the punched bearing capacity is realized when the stirrup or the bent reinforcing steel bar is not provided; the punching checking calculation of the anchoring end of the anchor rod bottom plate is as follows:

thickness of the bottom plate: 1000mm (50 mm for bottom layer reinforcing steel bar protection layer and 50mm for top layer reinforcing steel bar protection layer in raft room);

floor concrete designation: c35, corrosion prevention_t＝1.57mPa；

The main steel bar (which can be a fiber bar) is used as the material of the anchor rod body: PSB 1080-grade finish-rolled twisted steel with the diameter of 40 mm;

the anchor rods are anchored to the base plate in the form of high-strength nuts (100 mm high) in combination with steel backing plates.

The characteristic withdrawal resistance value of the anchor rod of the enlarged head is anti-corrosion of 500kN, namely the punching force of the anchor rod to the bottom plate is anti-corrosion of 1.35 multiplied by 500kN of 675kN which is not more than 2332kN, so that the requirement is met. Expanding the head anchor rod: the length of a single anchor rod is 15m, the expanded anchoring section is buried in a strongly weathered argillaceous siltstone-sandy mudstone and siltstone layer, the depth of the expanded anchoring section is controlled to be not less than 2.5m, the diameter of the expanded anchoring section is 750mm, and the length of the expanded anchoring section is 2.5 m; the diameter of the common anchoring section is 250mm, and the length of the common anchoring section is 12.5 m. The complete enlarged footing stock forms anchor eye aperture 250mm in the foundation slab, and the total length is the enlarged footing pressure type of 15m, and the stock body of the stock adopts 1 PSB1080 level prestressed concrete that the diameter is 40mm for the plastic corrugated pipe that the diameter is 48mm with the twisted steel overcoat, is full of anticorrosive grease in the sleeve pipe. The characteristic value of the uplift bearing capacity of a single expanded head anchor rod is 500 kN.

The construction scheme is as follows: the construction process of the enlarged head anchor rod comprises the following steps of (1) adjusting construction parameters according to design requirements;

1.1.1 measurement positioning

And popping up hole site reference lines on the base layer according to the axis which is rechecked on site and according to design requirements and stratum conditions. And determining the position of the specific anchor rod according to the reference line, marking by using a joint bar method, and scattering lime marks, wherein the plane positioning deviation of the anchor rod is not more than 100 mm. And informing the supervision and the owner of on-site personnel to recheck and check.

1.1.2 non-enlarged head drilling

Drilling by using a jumbolter: if the diameter of the non-expanded head section rod body of the anchor rod is 200mm, the deviation of the hole position is less than or equal to 100mm, the hole inclination is less than or equal to 1.0 percent, and the hole diameter is more than or equal to 200 mm; and (3) adopting a rotary jet drill bit to perform low-pressure jet hole forming or adopting a drill bit matched with the designed aperture to perform drilling.

1.1.3 high pressure rotary jet reaming, or mechanical reaming.

The high pressure jet reaming can be performed by water or cement slurry. When the cement slurry reaming process is adopted, reaming is carried out at least twice up and down and back and forth; when the hole expanding process is adopted, the hole expansion process is finally carried out by adopting cement slurry once. And direct mechanical reaming can be carried out.

(1) The diameter of the diameter expanding section is 700mm, plain cement slurry (or water) is adopted as a rotary spraying medium, and the cement strength is not lower than 42.5 of ordinary portland cement; cement consumption is executed according to a design drawing; the cement slurry water-cement ratio is 0.5, the hole expanding injection pressure is 25-30 MPa, the spray pipe rotates at a constant speed during injection, and the hole expanding is carried out for 2 times at the constant speed.

(2) And (3) increasing the jet pressure to 25-30 mPa during hole expansion, and carrying out high-pressure jet hole expansion at a rotary jet lifting speed of 10-25 cm/min and a rotating speed of 5-15 r/min.

(3) The length of the drill rod outside the measuring hole is used for calculating the reaming length, after the reaming length reaches the design requirement, the reaming section is subjected to re-spraying in order to ensure that the diameter of the reaming section meets the design requirement, and cement slurry is used for spraying the slurry.

1.1.4 Anchor rod fabrication, transportation and installation

(1) Manufacturing an anchor rod: the anchor rod is manufactured and stored in the on-site steel bar processing shed. A typical anchor rod body adopts PSB 1080-level steel bars with the diameter of 36mm, a steel bar brush is used for corrosion prevention before manufacturing, II-level corrosion prevention is used for corrosion prevention, and epoxy resin corrosion prevention treatment is performed on the rod body brush. And blanking the anchor rod according to the design requirement or the length required by the depth of the rock entering hole. The lap joint of the high-strength steel bar that the stock body of rod adopted adopts the high-strength connector to connect and strictly forbids welding and buckling, strictly makes according to design requirement and standard.

When the axial rod is separated from the main reinforcing steel bar (which can be a fiber bar), if the main reinforcing steel bar in the axial rod adopts a prestressed non-bonded reinforcing steel bar, an anticorrosive grease layer is arranged on the surface of the main reinforcing steel bar, and a plastic film sleeve is arranged outside the anticorrosive grease layer; the anticorrosion grease layer is coated by the anticorrosion grease layer coating device, the anticorrosion grease layer coating non-adhesive ribs are coated with a polyethylene or polypropylene plastic film by a plastic extruder, and then a plastic sleeve is formed by a cooling cylinder mold, wherein the sleeve can be made of various materials such as metal, PP, PE, PVC, plastic and the like. The quality requirement of the rod body is as follows: the anchor rod body is made of high-strength steel bars coated with anticorrosive coatings, the adhesive force between the coatings and the steel bar base layer is not lower than 5 anchor rod Pa, the adhesive force between the coatings and the cement base layer is not lower than 1.5MPa, and the coating thickness is more than 280 microns. And b, the steel bars and the centering bracket are firmly bound. c is strictly manufactured according to design requirements and specifications.

1.1.5 anchor rod installation: before the rod body is placed into the drill hole, the quality of the rod body is checked, and the rod body is ensured to be assembled to meet the design requirement. When the rod body is installed, the rod body is prevented from being twisted and bent. After the materials and the manufacturing process are inspected to be qualified, a drilling machine is used for lifting or manually lifting the rod body along the hole wall to send the rod body into the hole for anchoring, the grouting pipe and the anchor rod are simultaneously placed into the hole, and the restraint device is opened after the elevation is designed to enable the expanding type bearing plate to be expanded to the designed diameter; the distance from the end of the grouting pipe to the bottom of the hole is preferably 200mm, the length of the anchor rod inserted into the hole is not less than 95% of the design specification, after the anchor rod is installed, the anchor rod cannot be knocked randomly and cannot be lifted randomly, the verticality is controlled well (the hole slope is less than or equal to 1.0%), and then cement slurry is prepared for grouting (pressure grouting).

1.1.6 grouting with the fiber rod of the invention, the grouting material can be c30 fine-stone concrete doped with fibers or cement paste, cement mortar or other cementing materials with the same strength. The number of test blocks for checking the strength of grouting slurry should not be less than one set per 50 anchor rods. And each group of test blocks is not less than 6. The detection of the strength of the cement paste refers to the standard of basic performance test methods of building mortar (JGJ/T70-2009). When cement slurry is used as a grouting material, the compression strength is more than or equal to 30MPa, and the water-cement ratio is 0.5. The cement is preferably 42.5-grade ordinary portland cement. The variety and the mixing amount of the additive are determined by experiments. The grouting guide pipe and the anchor rod body are placed together, and the grouting pipe can bear the pressure of 5.0MPa, so that the grout can be smoothly injected into the hole bottom and fill the whole anchor section of the expansion head. When the grouting material is cement (sand) slurry, a high-pressure grouting process is adopted, the slurry is uniformly stirred and sieved, and the slurry is used after being stirred and used before initial setting. And determining grouting pressure according to field test conditions, wherein the grouting density of the slurry is ensured. After grouting, the grouting can be stopped when grout overflows from the orifice or the grout discharged from the exhaust pipe is consistent with the injected grout in color and concentration. The slurry should be stirred uniformly and used with stirring, and the slurry should be used up before initial setting. And (5) well performing grouting recording work. Due to the shrinkage of the slurry, after the slurry of the anchor rod shrinks, the cement slurry with the same label is supplemented to the top of the hole.

1.1.7 post-setting process of anchor rod body

(1) Construction process flow

Construction preparation → measurement and paying-off → pile machine in place → anchor rod body assembly manufacturing → drilling starting under drilling → hole forming and drilling and grouting → pressing in or vibrating sinking into the anchor rod body assembly → opening and expanding mechanism expanding anchor head opening → moving machine to the next pile position → prestress tension and locking → construction monitoring;

vibration sinking anchor rod assembly

After concrete, cement paste, cement mortar or other cementing materials are poured, the anchor rod assembly is inserted into the slurry by using a vibrator immediately, the anchor rod assembly is vertically hoisted and is perpendicular to the upper part of the orifice, then the anchor rod assembly is corrected and positioned, and is pressed into the slurry in the orifice, and the height of the top of the anchor rod is fixed at the designed height.

3) The water-proof bolt used has good water-proof performance and ensures smooth discharge; the water-proof bolt is made of ball bladder or fine stone concrete with same strength grade as the pile body concrete.

1.1.8 prestressed tension

Taking the bottom plate as a fulcrum for applying prestress

Firstly, excavating a foundation pit to a substrate, cleaning floating slurry and leveling (the step can also be operated after the construction of a cushion layer is finished), and placing a water swelling and stopping adhesive tape on the top of a leveled anchor rod;

secondly, pouring bottom plate concrete, burying an anchor backing plate (for applying prestress) at the end of the groove or the reserved hole of the bottom plate, and placing a water-swelling water-stopping adhesive tape before burying the anchor backing plate;

and thirdly, arranging a prestressed nut on the threaded steel bar above the anchor backing plate, mechanically connecting the prestressed nut with the backing plate and the prestressed steel bar, screwing the prestressed nut in time, and applying prestress to a deformation position required by design by using a matched torque wrench. Or applying prestress to the load required by the design by using a jack and locking by using an anchorage device.

(II) taking the anchor rod pile top as a fulcrum for applying prestress

Clearing floating slurry above the designed elevation of the pile top of the anchor rod after the strength of concrete or grouting body of the anchor rod reaches 90 percent, leveling by using cement mortar, and embedding an anchor backing plate at the top of the anchor rod;

secondly, a prestressed nut is arranged on the threaded steel bar above the anchor backing plate, is mechanically connected with the backing plate and the prestressed steel bar, is screwed in time, and applies prestress to a deformation position required by design by using a matched torque wrench. Or using jack or other equipment to apply prestress to the load required by design and using anchorage device to make locking.

Thirdly, brushing anticorrosive paint on the anchor backing plate and the nut for locking the prestress;

fourthly, pouring a cushion layer, and placing a water swelling and stopping adhesive tape at the lower end of the bottom plate at the upper end of the cushion layer;

fifthly, applying a protection device on the prestressed nut, namely sleeving the spiral stirrup on the prestressed nut, binding the spiral stirrup and the foundation slab steel bars on the substrate, and avoiding collision with the prestressed steel bars in the binding process;

sixthly, mounting anchoring accessories; according to the requirements of engineering design and specification, an anchoring structure is arranged at the top of the anchor rod main rib

And seventhly, pouring a foundation concrete foundation bottom plate by the formwork support and pouring the foundation concrete foundation bottom plate together with the building bottom plate to form an anti-floating tensile or anti-compression system.

The post-tensioned prestressing force applying device of the anchor rod has two structures of a force applying machine, namely equipment for applying force upwards at the lower end of the steel bar clamp holder, which comprises a jack; the other is a device for applying force upwards on the upper end of the reinforcing steel bar holder, and comprises but is not limited to a jack, a manual wrench, a crane, a reed, a gantry crane, a wheel-rotating disc and the like, and electric, hydraulic, pneumatic mechanical and manual devices.

The reinforcing steel bar (main bar) adopts finish-rolled deformed steel bar with or without bonding. The bottom end of the anchor rod reinforcing steel bar is provided with the enlarged footing anchor rod with the bearing part, so that the applied stress is better, the soil around the pile head can be improved and reinforced, and the bearing strength of the pile head is improved.

Expanding type pressure bearing plate enlarged footing stock design explanation basis:

1.1 geotechnical engineering investigation report.

1.2 geotechnical engineering investigation Specification (2009 edition) (GB 50021)

1.3 technical Standard for anti-floating in construction engineering (JGJ 476)

1.4 technical Specification for high-pressure jet enlarged head anchor rod (JGJ/T282-2012)

1.5 specification of concrete Structure design (2015 edition) (GB 50010-2010)

1.6 building foundation design criteria (GB 50007-2011)

1.7 technical Specification for building pile foundations (JGJ 94-2008)

1.8 technical Specification for rock and soil anchoring-bolts (Cable) (CECS 22: 2005)

1.9 acceptance Standard of construction quality of Foundation engineering of building Foundation (GB 50202)

1.10 acceptance Standard of construction quality of concrete Structure engineering (GB50204-2015)

1.11 Industrial building anticorrosion design Specification (GB 50046-

1.12 twisted steel for prestressed concrete (GB/T20065-

1.13 technical Specification for Rebar Anchor plate application (JGJ 256-2011), (GB/T14370-2015) (GBJ 50300-2011)

Expanding head anchor rod design parameters:

2.1 this used body of rod reinforcing bar of engineering is PSB1080 grade twisted steel for prestressed concrete, and yield strength fy equals 1080MPa, and fyk equals 1230MPa, and total elongation is not less than 3.5% under the maximum force of twisted steel for prestressed concrete, and the elongation after breaking is not less than 6%. See item 2.2 for details. The rod body reinforcing steel bar is strictly forbidden to be bent and welded for lengthening, and the rod piece positioner is strictly forbidden to be welded for installation.

2.2 the cement adopted by the grouting material is P.O.42.5, and the quality of the grouting material is in accordance with the regulation of the current national standard GB175 of Portland cement and ordinary Portland cement.

2.3 the water adopted by the grouting material is drinking water, the water quality for mixing the grouting material meets the existing industry standard of concrete water standard JGJ 63, the content of substances harmful to the cement slurry and the rod body, such as acid, organic matters, salts and the like in the mixing water, cannot exceed the standard, and the normal coagulation and hardening of the cement cannot be influenced.

2.4 the anchor slurry of the anchor rod of the enlarged head is C30 cement mortar, cement paste, concrete or fiber concrete with the same strength.

2.5 basic performance and use requirements of the anchorage device, the clamp and the connector are in accordance with the regulations of the existing national standard 'technical Specification for the application of reinforcing steel bar anchorage plates' (JGJ 256-2011) and 'anchorage device, clamp and connector for prestressed tendons' (GB/T14370-2015).

2.6 the anchor plate anchored in the beam plate concrete adopts Q235 grade steel plate or 40CR flange nut; the bearing plate at the bottom of the fiber cage is Q460 grade carbon structural steel.

2.7, performing primary corrosion prevention on the rod body steel bars, arranging rod body isolation sleeves outside the rod body steel bars, and filling corrosion-resistant lubricating grease in the sleeves; the sleeve can not be damaged in the processing and installation processes, has no adverse effect on the reinforcing steel bar of the rod body, has no adverse reaction when being contacted with anchoring slurry and anticorrosive lubricating grease, and does not influence the elastic deformation of the rod body.

2.8 the anti-corrosion lubricating grease should meet the regulations of the existing industry standard 'Special anti-corrosion lubricating grease for unbonded prestressed tendons' JG/T3007. The anticorrosive material should maintain anticorrosive performance and physical stability within the designed service life, has no adverse reaction with surrounding media and adjacent materials, has no limitation and adverse effect on the deformation of the free section of the anchor rod, and cannot crack, become brittle or become fluid in the tensioning process.

Construction: 2.9 construction process: positioning → cement mortar, cement paste, concrete or fiber concrete preparation → jet grouting pile machine or drilling machine drills to the designed depth → high pressure jet grouting or mechanical reaming construction → hole cleaning → hole quality detection → lowering enlarged head anchor rod body assembly → high pressure pouring cement mortar, cement paste, concrete or fiber concrete → pile forming → stone strength reaches 90% of the designed strength, prestress tensioning and locking is implemented → anchoring fittings are installed after the cushion layer is completed.

2.10 enlarged head anchor rod body assembly installation

The invention has the application range including but not limited to various pile types such as anti-floating, anti-pulling, tensile and anti-compression; the application fields include but are not limited to various categories of building engineering, slope protection, geological disasters and the like. The above description is only exemplary of the present invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.