CN113090193A

CN113090193A - Ground anchor enlarged footing stock

Info

Publication number: CN113090193A
Application number: CN202110504523.XA
Authority: CN
Inventors: 武冬冬; 武海龙
Original assignee: Jiangsu Fulu Construction Co ltd
Current assignee: Jiangsu Fulu Construction Co ltd
Priority date: 2021-05-10
Filing date: 2021-05-10
Publication date: 2021-07-09

Abstract

An anchor rod of an anchor enlarged head anchoring structure adopts bonded or unbonded finish rolling threaded steel bars, steel strands or fiber pull rods, and a steel bar connector is used for length connection of the anchor rod; the top of the anchor rod piece is fixed with the building bottom plate, and the bottom of the anchor rod piece is fixed with the ground anchor expansion head; the ground anchor expanding head and a concrete curing material poured by the rod piece are condensed; the ground anchor expanding head comprises a locking and releasing mechanism, a ribbed sliding part, a linkage rod, a rod body, a ribbed nut or a ribbed flange, an end plate pressure-bearing part and a pin shaft; when the moving parts formed by the ribbed sliding part, the coupling rod and the end plate pressure-bearing part are a group, the coupling rod and the end plate pressure-bearing part are arranged between the ribbed sliding part and the ribbed nut or the ribbed flange, and a central sleeve can also be arranged; the movable parts formed by the ribbed sliding parts, the linkage rods and the end plate pressure-bearing parts are more than one group, the linkage rods and the end plate pressure-bearing parts are arranged between each group of ribbed sliding parts and ribbed nuts or ribbed flanges, and the movable parts are provided with restraining sleeves and safety pins connected with the restraining sleeves.

Description

Ground anchor enlarged footing stock

Technical Field

The invention relates to an anchor rod of an earth anchor expansion head, which also comprises a structure of a ribbed nut or a ribbed flange of the earth anchor expansion head. The ground anchor enlarged head ribbed nut or ribbed flange pressure-bearing anchor rod.

Background

The anchor rod is a new complex formed by a rod body and the like which are positioned in a rock-soil body and 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 enhancing the bearing capacity of the rock-soil body. The anchor rod is the most basic component of roadway support in the modern underground mining mine, and the anchor rod ties the surrounding rocks of the roadway together to support the surrounding rocks. The anchor rod is not only used in mines, but also used in engineering technology for actively reinforcing basements, side slopes, tunnels, dams and the like to resist floating.

There are many techniques in the application of the existing anchor rod, for example, CN201811394388.2 discloses a diameter-variable steel reinforcement cage, which includes an axial rod, two sets of several ribs with the same number, a first and a second ring-shaped retainers, the two sets of several ribs with the same number and the first and the second ring-shaped retainers form a first diameter-variable steel reinforcement cage unit, the first ring-shaped retainer of the diameter-variable steel reinforcement cage unit is fixed on the end of the axial rod, the first and the second ring-shaped retainers are sleeved on the axial rod or the pile base rod, the first and the second ring-shaped retainers respectively fix the first ends of the ribs of the first and the second sets surrounding the axial rod, the second end of each rib of the first set is movably connected with the second end of a corresponding rib of the second set, the second ring-shaped retainer slides on the axial rod, the second ring-shaped retainer respectively corresponds to the original state of the diameter-variable steel reinforcement cage unit before and after sliding and after releasing and is in the state of the second diameter-expanded state, and a limiting or positioning device for the second ring-shaped fixer is arranged on the axial rod or the pile foundation rod. The reducing reinforcement cage framework has good effect but higher cost.

CN201711439609.9 discloses a secondary tensioning method for an assembled existing anchor cable, which is to fixedly sleeve a holding connector on an existing anchor cable, fixedly penetrate a plurality of holding anchor cables on the holding connector, sleeve cable binders used for fixing all the holding anchor cables together in the middle of all the holding anchor cables, overlap the axes of the holding connector and the cable binders with the arrangement central axes of all the holding anchor cables, and arrange jacks around the holding anchor cables; and hydraulic pressure is transmitted to the jack, so that the jack drives the holding anchor cable to move in the direction away from the holding connector, and the existing anchor cable is tensioned for the second time.

CN201911334788.9 discloses a prestressed hollow anchor rod reinforcing system, which relates to the technical field of rock mass engineering construction reinforcement and comprises an anchor rod assembly, a pressurizing assembly and a prestressed anchor body; the anchor rod assembly is provided with a first channel which is communicated up and down; the prestressed anchor solid is connected below the anchor rod assembly, is provided with an anchoring end and is provided with teeth on the outer surface; the pressurizing assembly is arranged in the prestressed anchorage body and is provided with a second channel communicated with the first channel; and pressurized liquid flows to the second channel through the first channel and then is pressurized to the pressurizing assembly, and the pressurizing assembly is pushed downwards when bearing pressure and simultaneously extrudes the anchoring end of the prestressed anchor solid to expand the teeth on the outer surface outwards to cut into the rock stratum. The prestressing force cavity stock reinforcerment system prestressing force that this scheme provided is applyed simple and conveniently, can guarantee that the full hole of anchor rod hole is filled with the thick liquid and is difficult not hard up.

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 (bottom end or far end) 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 prestress on the anchor rod; the anchoring section is an area where the prestressed tendons and the soil layer are bonded by cement paste, and has the functions of increasing the bonding friction effect of the anchoring body and the soil layer, increasing the bearing effect of the anchoring body and transmitting the pulling force of the free section to the deep part of the soil body.

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. Seemingly limiting the detachment of rock-soil bodies from the original bodies. The prestressed application of the prestressed anchor rod is already an essential element of anchor rod application, but the anchoring section of the other end (bottom end or far end) of the anchor rod penetrating into the stratum refers to an area where the prestressed tendon and the soil layer are bonded by cement slurry, the anchoring section has the functions of increasing the bonding friction effect of the anchoring body and the soil layer, increasing the bearing effect of the anchoring body and transmitting the tension of the free section to the deep part of the soil body. The need for an enlarged head constructed with a reducer reinforcement cage such as CN201811394388.2 greatly increases the anchoring force of the anchor rod.

Disclosure of Invention

The invention aims to provide an anchor bolt and an anchor rod with a ribbed nut or a ribbed flange of an earth anchor enlarged head, and also comprises a structure of the ribbed nut or the ribbed flange of the earth anchor enlarged head. 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. The anchoring section of the other end (bottom end or far end) of the anchor rod penetrating into the stratum refers to an area where the prestressed tendons and the soil layer are bonded by cement paste, and the anchoring section has the function of increasing the bonding friction effect of the anchoring body and the soil layer and increasing the tensile effect of the anchoring body.

The invention has the technical scheme that the anchor rod of the ground anchor enlarged head anchoring structure comprises an anchor rod piece and a fixing structure at the upper end of the anchor rod piece; the anchor rod piece adopts bonded or unbonded finish rolling twisted steel, steel strands or fiber pull rods, and the steel bar connector is used for the length connection of the anchor rod piece; the top of the anchor rod piece is fixed with the building bottom plate, and the bottom of the anchor rod piece is fixed with the ground anchor expansion head; the ground anchor expanding head and a concrete curing material poured by the rod piece are condensed; the ground anchor expanding head comprises a locking and releasing mechanism, a ribbed sliding part, a linkage rod, a rod body, a ribbed nut or a ribbed flange, an end plate pressure-bearing part and a pin shaft; when the moving parts formed by the ribbed sliding part, the coupling rod and the end plate pressure-bearing part are a group, the coupling rod and the end plate pressure-bearing part are arranged between the ribbed sliding part and the ribbed nut or the ribbed flange, and a central sleeve can also be arranged; the movable parts formed by the ribbed sliding parts, the linkage rods and the end plate pressure-bearing parts are more than one group, the ribbed sliding parts are sleeved on the rod body, the linkage rods are more than one group, one end of the linkage rod of the uppermost group is movably connected with the uppermost ribbed sliding part, the other end of the linkage rod of the uppermost group is connected with one end of the linkage rod of the second group, and one end of the linkage rod of the last group is movably connected with the ribbed sliding part; for example, a linkage rod and an end plate pressure-bearing part are arranged between each group of ribbed sliding parts and ribbed nuts or ribbed flanges, the upper ends of the linkage rods and the lower ends of the end plate pressure-bearing parts are respectively connected on pin shafts fixed with the ribbed sliding parts and the ribbed nuts or ribbed flanges, and the lower ends of a group of movable part linkage rods at the lowest position are connected with the upper ends of the end plate pressure-bearing parts through movable pin shafts or sliding grooves; each group of movable part ribbed sliding parts at the upper part are connected with the end part of the end plate pressure bearing part close to the shaft rod through a pin shaft, the linkage rod is connected with the outer end part of the end plate pressure bearing part through a closed sliding groove, and the pin shaft is movably connected with the upper end of the linkage rod of the group of movable parts at the lower part; the locking and releasing mechanism is a power spring locking and releasing drive ribbed sliding piece or a push rod type drive ribbed sliding piece, and can also be provided with a central sleeve; the ribbed nut or ribbed flange is connected with the end plate pressure-bearing part through a pin shaft. The rod body (main steel bar) can also be provided with a central sleeve.

The locking and releasing mechanism is provided with a restraining sleeve and a safety pin connected with the restraining sleeve, and the restraining sleeve is used for restraining the linkage rod or the end plate pressure-bearing part; the limiting plate and the ribbed nut or the ribbed flange are respectively fixed at the upper end and the lower end of the rod body, the limiting plate fixes one end of the power spring, the other end of the power spring movably fixes the ribbed sliding part,

furthermore, a pile tip with guiding, centering and bearing functions is arranged at the lower part of the ribbed nut or the ribbed flange.

Further, when the safety pin is not released, the safety pin is a controlled rod to enable the restraint ring to encircle the linkage rod or the end plate pressure-bearing part, the opening power structure is kept in a power supply state, and when the safety pin is opened, the restraint sleeve is released, and the restraint sleeve is scattered or moves to the pin shaft position of the end part of the linkage rod or the end plate pressure-bearing part.

Further, the movable ends of the linkage rod and the end plate pressure-bearing piece, namely the movable pin shaft, are opened outwards, and if the end plate pressure-bearing piece is opened to a horizontal position, the end plate pressure-bearing piece becomes an expanding type ribbed nut or ribbed flange, and at any angle, the end plate pressure-bearing piece becomes an expanding head concrete framework.

Further, the rod body adopts finish rolled steel bars, and the anchor rod body prestress rod body is formed by sequentially coating an anticorrosive coating, anticorrosive grease and a sleeve on the outer layer of the finish rolled steel bars; or a rod body made of tensile fiber or a composite material rod body; the ribbed sliding part, the linkage rod and the end plate bearing part are made of materials including/but not limited to steel, other metals, composite metals, glass fibers, basalt fibers, resin, geotextile, canvas, glass fiber reinforced resin, aramid fibers, ultra-high molecular weight polyethylene fibers, carbon fibers, boron ethylene, polytetrafluoroethylene, graphene, carbon element related materials and composite materials thereof, high molecules, high polymer materials, nano materials, 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.

Further, the ribbed nut or the ribbed flange is a plate-shaped structure with a central hole, a sleeve structure, a flange structure, and a structure formed by welding a sleeve and a circular ring plate or a sleeve plate; the outer edge of the ribbed nut or the ribbed flange is fixedly connected with a protrusion, and a pin shaft is arranged on the connection protrusion.

Further, the framework of the ground anchor expansion head ribbed nut or ribbed flange ground anchor is sleeved in the bag.

Furthermore, 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, and the bottom of the anchor rod piece is locked and anchored with the expandable bearing plate; the bearing plate, the anchor rod piece and the anchoring piece of the anchor head of the ground anchor are 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 curing materials, so that an anchor head expanding head anchor rod system of the ground anchor is formed; and tensioning and locking by taking the bottom plate as a fulcrum for applying prestress or taking the anchor rod pile top as a fulcrum for applying prestress, thereby forming the ground anchor head prestress expansion head anchor rod system.

The ribbed nut or ribbed flange anchoring structure of the anchor rod of the ground anchor enlarged footing, wherein concrete curing materials comprise 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 are combined, so that an expanded ribbed nut or ribbed flange type enlarged footing anchor rod system is formed; the shape of the cylinder comprises 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 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: cubes, cuboids, cylinders, truncated cones, prisms, prismatic tables, cones, pyramids, and the like.

The opening modes of the ribbed sliding part, the linkage rod and the end plate pressure bearing part moving part 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.

A steel bar connector can be arranged; the connector is used for connecting the anchor rod body and is more suitable for a fine steel bar connecting structure.

The shape of the anchor head expanding head of the ground anchor and the shapes of all parts of the anchor head expanding head of the ground anchor comprise/are not limited to a cylinder, a polygonal (circular internal tangent line) 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 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: cubes, cuboids, cylinders, truncated cones, prisms, prismatic tables, cones, pyramids, and the like. The end plate bearing parts can be designed into structures with different lengths to complete the shape.

Further, the limiting plate 1 limits the spring 2 especially through the upper end of the power spring 2, and the power spring provides power when compressed; the ground anchor enlarged footing ribbed nut or ribbed flange is the structure that the ribbed nut or ribbed flange 7 is connected with the end plate pressure-bearing part through a pin shaft.

The rod body adopts finish rolled steel bars, and the anchor rod body prestress rod body is formed by sequentially coating an anticorrosive coating, anticorrosive grease and a sleeve on the outer layer of the finish rolled steel bars; or a rod body made of tensile fiber or a composite material rod body; the ribbed sliding part, the linkage rod and the end plate bearing part are made of materials including/but not limited to steel, other metals, composite metals, glass fibers, basalt fibers, resin, geotextile, canvas, glass fiber reinforced resin, aramid fibers, ultra-high molecular weight polyethylene fibers, carbon fibers, boron ethylene, polytetrafluoroethylene, graphene, carbon element related materials and composite materials thereof, high molecules, high polymer materials, nano materials, metal materials, non-metal materials and the like. The specification, the model, the shape, the position, the quantity, the size and the material can be adjusted according to different geological conditions of projects.

The anchor rod of the ground anchor enlarged head anchoring structure and the preparation method of each part of the ground anchor head thereof are as follows: 3D printing, injection molding, casting, pouring, casting, forging, manual mechanical assembly welding molding or composite molding and the like.

Mechanical drilling, hole expanding or high-pressure rotary spraying high-pressure water or cement slurry cutting, hole expanding and hole forming; 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, and the bottom of the anchor rod piece is locked and anchored with the expandable bearing plate; the end plate bearing plate, the anchor rod piece and the anchoring piece of the anchor head of the ground anchor are 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 curing materials, so that an anchor head expanding head anchor rod system of the anchor head of the ground anchor is formed; and tensioning and locking by taking the bottom plate as a fulcrum for applying prestress or taking the anchor rod pile top as a fulcrum for applying prestress, thereby forming the ground anchor head prestress expansion head anchor rod system.

The working process of the invention is as follows, when the safety pin is not released, the restraint ring is used for restraining the linkage rod or the end plate pressure-bearing piece, the power spring 2 is kept in a power supply state (typically compressed, or extended; after the power spring is compressed, the restraint ring is used for restraining the linkage rod or the end plate pressure-bearing piece), the safety pin is a controlled rod (comprising an electric control device and the like), and when the safety pin is opened, the restraint sleeve is released, and the restraint sleeve cannot be used for restraining the linkage rod or the end plate pressure-bearing piece. Under the action of the elastic force of the power spring, the ribbed sliding part 3 moves downwards, the movable pin shaft also moves downwards, the end plate pressure-bearing part is driven to move, the linkage rod 4 and the end plate pressure-bearing part 8 can rotate around the pin shaft, the movable ends of the linkage rod 4 and the end plate pressure-bearing part 8, namely the movable pin shaft, are opened outwards, and if the end plate pressure-bearing part is opened to a horizontal position, the expanded ribbed nut or ribbed flange is formed, and the expanded head concrete framework also plays a role at any angle.

The rod body can adopt finish rolled steel bars, and also can adopt a rod body made of tensile fibers or a composite material rod body. The finish rolled steel bar body can be a pre-stressed body added firstly or secondly, and the post-stressed body can be formed by sequentially coating an anti-corrosion coating 5-2, anti-corrosion grease 5-3 and a sleeve 5-1 on the outer layer of the finish rolled steel bar.

Has the advantages that: the invention provides an anchor rod of an earth anchor enlarged footing, which also comprises a structure of a ribbed nut or a ribbed flange of the earth anchor enlarged footing. . The anchoring section of the other end (bottom end or far end) of the anchor rod penetrating into the stratum refers to an area where the prestressed tendon and the soil layer are bonded by cement paste, the bonding friction effect of the anchoring body and the soil layer is increased by 2-3 times, and the tensile effect of the anchoring body is increased. If the concrete with the fiber is adopted, the effect is better, the structure of the expansion head framework is simple, a hard framework (the material of the linkage rod and the end plate bearing part is mainly steel, and other rigid materials can be adopted) is provided, the cost is low, the using effect is small, the construction is convenient and easy to operate, and the safety pin device is easy to control the locking and releasing. The movable part that ribbed slider, trace, end plate pressure-bearing piece constitute is more than a set of, and multiunit trace, end plate pressure-bearing piece form the network structure of rectangle, and trace, end plate pressure-bearing piece can also affix flexible network or net piece or rib to and be equipped with the guide pile point, then form the pressure-bearing well, and overall structure is good, and the convenient reliable enlarged footing stock structure of release, and with low costs preparation is convenient, and the engineering excellent in use effect.

Drawings

FIGS. 1A, 1B, FIGS. 1A-1, 1B-1; FIGS. 2A, 2B, FIGS. 2A-1, 2B-1; FIGS. 2C and 2D; FIGS. 3A, 3B, 3A-1, 3B-1; FIGS. 3C, 3D; FIGS. 4A, 4B, 4A-1, 4B-1 are six simple nut-type anchor heads without linkage rods;

FIGS. 1C, 1D, FIGS. 1C-1, 1D-1; FIGS. 4C, 4D, 4C-1, and 4D-1 are two single-layer simple ground anchor heads without linkage rods, respectively; FIGS. 5A, 5B, FIGS. 6A, 6B, FIGS. 7A, 7B, 7C, and 7D are four simple ribbed flange nut type earth anchor heads without linkage bars, respectively; FIGS. 8A, 8B, 8A-1, 8B-1; 8C, 8D, 8C-1 and 8D-1 are two simple double-layer ground anchor heads without linkage rods (which can be made into multiple layers); FIGS. 9A and 9B show a ribbed nut type ground anchor head with a power spring at the upper part;

FIG. 10A, B shows a ribbed nut type ground anchor head with a power spring on top and a stop nut on the center tube;

FIGS. 11A and 11B and FIGS. 12A and 12B are respectively a ribbed nut type ground anchor head with double and triple layers of anchor heads having power springs at upper portions thereof;

FIGS. 13A and 13B show a ribbed nut type anchor head with a power spring on the upper part and stirrups on a linkage rod;

FIGS. 14A and 14B are substantially the same as FIG. 13A, B, but with a stop nut on the center tube;

15A, 15B are the ribbed nut type ground anchor head with double-layer anchor head with power spring on the upper part and hooping on the linkage rod;

16A, 16B are ribbed nut type ground anchor heads with three layers of anchor heads, wherein the upper parts of the ribbed nut type ground anchor heads are provided with power springs, and the linkage rods are provided with stirrups; 17A, 17B are ribbed nut type earth anchor heads with power springs on the upper part and meshes;

18A, 18B are ribbed nut type ground anchor heads with power springs on the upper part and meshes, and limiting nuts are arranged on central pipes;

FIGS. 19A and 19B show a ribbed nut type ground anchor head with a double layer anchor head having a power spring at the upper part and a mesh sheet;

FIGS. 20A and 20B show a ribbed nut type ground anchor head with a three-layer anchor head having a power spring at the upper part and a mesh sheet, wherein the number of layers of the anchor head is not limited;

FIGS. 21A and 21B show a ribbed nut-type ground anchor head with a power spring at the upper part and a net cage;

FIGS. 22A and 22B show a ribbed nut type ground anchor head with a power spring at the upper part and a net cage, and a central tube with a limit nut;

FIGS. 23A and 23B show a ribbed nut type ground anchor head with a double layer anchor head having a power spring at the upper part and stirrups;

FIGS. 24A and 24B are three-layer ribbed nut-type ground anchor head with a hoop and a power spring at the upper part, and the number of layers of the anchor head is not limited;

FIGS. 25A and 25B show a ribbed nut type ground anchor head with a power spring at the upper part and a mesh cage;

FIGS. 26A and 26B show a ribbed nut type ground anchor head with a power spring at the upper part and a mesh cage, and a central tube with a limit nut; 27A, 27B are ribbed nut type ground anchor heads with double-layer anchor heads with power springs on the upper parts and mesh sheets and mesh cages;

28A and 28B are ribbed nut type ground anchor heads with three layers of anchor heads, wherein the upper parts of the anchor heads are provided with power springs and mesh sheets and mesh cages, and the number of layers of the anchor heads is not limited; FIGS. 29A and 29B illustrate an upper unpowered ribbed nut type ground anchor head;

FIGS. 30A and 30B show an upper unpowered ribbed nut type ground anchor head with a central tube with a stop nut;

FIGS. 31A and 31B illustrate a ribbed nut type ground anchor head of a double deck unpowered anchor head;

FIGS. 32A and 32B show a ribbed nut type anchor head of a three-layered anchor head without upper power, wherein the number of layers of the anchor head is not limited;

FIGS. 33A and 33B are views of a ribbed nut type ground anchor head with no power at the upper part and stirrups on a linkage rod;

FIGS. 34A and 34B show a ribbed nut-type anchor head with no power at the upper part and stirrups on a linkage rod, and a limit nut on a central tube;

FIGS. 35A and 35B are two-layer ribbed nut-type anchor heads with no power at the upper part and stirrups on the linkage rod;

FIGS. 36A and 36B are three-layer ribbed nut-type anchor heads with no power at the upper part and stirrups on the linkage rod, and the number of layers of the anchor heads is not limited; FIGS. 37A and 37B illustrate a ribbed nut-type ground anchor head with mesh and no power on the top;

FIGS. 38A and 38B show a ribbed nut-type anchor head with mesh and no power on the top, with a stop nut on the center tube;

FIGS. 39A and 39B are top unpowered ribbed nut type ground anchor heads with a double layer anchor head with mesh;

40A, 40B are the ribbed nut type ground anchor head with three layers of anchor heads, the upper part of which is unpowered, and meshes, and the number of layers of the anchor heads is not limited;

FIGS. 41A and 41B illustrate a ribbed nut-type ground anchor head with a mesh cage and no power on the top;

42A, 42B are top unpowered ribbed nut type ground anchor heads with a mesh cage, with a stop nut on the center tube;

FIGS. 43A and 43B show a ribbed nut type ground anchor head with a double layer anchor head having a mesh cage and no upper power;

FIGS. 44A and 44B are top unpowered ribbed nut type ground anchor heads with three layers of net cages;

45A, 45B are the nut type anchor head of the ribbed ground anchor with no power on the upper part and mesh cage;

FIGS. 46A and 46B are top unpowered ribbed nut type ground anchor heads with meshes and cages, with a central tube with a stop nut;

FIGS. 47A and 47B are top unpowered ribbed nut type ground anchor heads with double anchor heads having meshes and cages;

FIGS. 48A and 48B are ribbed nut type ground anchor heads with three layers of anchor heads, wherein the upper parts of the anchor heads are unpowered, and meshes and net cages are added, and the number of layers of the anchor heads is not limited;

FIGS. 49A and 49B show a ribbed flange nut type ground anchor head with a power spring on the top;

FIGS. 50A and 50B show a ribbed flange nut type anchor head with a power spring at the top and a stop nut on the center tube;

FIGS. 51A and 51B illustrate a ribbed flange nut type ground anchor head with a double layer anchor head having a power spring at the upper portion thereof;

52A and 52B show a ribbed flange nut type ground anchor head with three layers of anchor heads with power springs at the upper part, wherein the number of the layers of the anchor heads is not limited;

FIGS. 53A and 53B show a ribbed flange nut type anchor head with a power spring at the upper part and stirrups on a linkage rod;

FIGS. 54A and 54B show a ribbed flange nut type ground anchor head with a power spring on the upper part and a stirrup on the linkage rod, and a limit nut on the center tube; FIGS. 55A and 55B show a ribbed flange nut type anchor head of a double-layered anchor head with a power spring at the upper part and stirrups on a linkage rod; 56A and 56B are ribbed flange nut type ground anchor heads with three layers of anchor heads, wherein the upper parts of the ribbed flange nut type ground anchor heads are provided with power springs, and the linkage rods are provided with stirrups, and the number of layers of the anchor heads is not limited; FIGS. 57A and 57B show a ribbed flange nut type anchor head with a power spring at the upper part and a mesh sheet;

FIGS. 58A and 58B show a ribbed flange nut type anchor head with a mesh sheet with a power spring at the upper part, and a stop nut on the central tube; FIGS. 59A and 59B show a ribbed flange nut type ground anchor head with a double layer anchor head having a power spring at the upper part and a mesh sheet;

FIGS. 60A and 60B show a ribbed flange nut type anchor head of a three-layer anchor head with a power spring at the upper part and a mesh sheet, wherein the number of layers of the anchor head is not limited; FIGS. 61A and 61B show a ribbed flange nut type ground anchor head with a power spring at the upper part and a net cage;

FIGS. 62A and 62B show a ribbed flange nut type ground anchor head with a power spring at the upper part and a net cage, and a central tube with a stop nut; FIGS. 63A and 63B illustrate a ribbed flange nut type ground anchor head with a double-layered anchor head having a power spring at the upper part and a net cage;

FIGS. 64A and 64B are ribbed flange nut type ground anchor heads with three layers of anchor heads, each of which has a power spring at the upper part and a net cage, and the number of layers of the anchor heads is not limited; 65A, 65B show a ribbed flange nut type ground anchor head with a power spring on the upper part and a mesh cage;

FIGS. 66A and 66B show a ribbed flange nut type ground anchor head with a power spring at the upper part and a mesh cage, and a central tube is provided with a limit nut; 67A, 67B are ribbed flange nut type ground anchor heads with double-layer anchor heads with power springs on the upper parts and mesh sheets and mesh cages; 68A, 68B are ribbed flange nut type ground anchor heads with three layers of anchor heads, wherein the upper parts of the anchor heads are provided with power springs and mesh sheets and mesh cages, and the number of the layers of the anchor heads is not limited; FIGS. 69A and 69B illustrate an upper unpowered ribbed flange nut type ground anchor head;

FIGS. 70A and 70B show an upper unpowered ribbed flange nut type ground anchor head with a stop nut on the center tube;

FIGS. 71A and 71B show a ribbed flange nut anchor head of a double-deck top unpowered anchor head;

FIGS. 72A and 72B show a ribbed flange nut type anchor head of a three-layer anchor head without power at the upper part, wherein the number of layers of the anchor head is not limited;

FIGS. 73A and 73B show a ribbed flange nut type anchor head with no power at the upper part and stirrups on a linkage rod;

FIGS. 74A and 74B show a ribbed flange nut type anchor head with unpowered upper part and with stirrups on the linkage, and a limit nut on the central tube; FIGS. 75A and 75B are views of a ribbed flange nut type anchor head of a double-layer anchor head with no power at the upper part and stirrups on a linkage rod;

FIGS. 76A and 76B are three-layer ribbed flange nut type anchor heads with no power at the upper part and stirrups on the linkage rod, and the number of layers of the anchor heads is not limited; 77A, 77B are top unpowered ribbed flange nut type ground anchor heads with mesh;

FIGS. 78A and 78B show a ribbed flange nut anchor head with mesh and no power at the top, with a stop nut on the center tube;

FIGS. 79A and 79B show a ribbed flange nut anchor head of a double anchor head with mesh and no power at the top;

FIGS. 80A and 80B show a ribbed flange nut type anchor head of a three-layer anchor head without power at the upper part and with meshes, wherein the number of layers of the anchor head is not limited;

FIGS. 81A and 81B illustrate a ribbed flange nut type ground anchor head with a mesh cage and no power on the upper part;

FIGS. 82A and 82B illustrate a ribbed flange nut anchor head with a mesh cage and no power at the top, with a stop nut on the center tube;

FIGS. 83A and 83B are top unpowered ribbed flange nut type ground anchor head with a double layer anchor head with a net cage;

FIGS. 84A and 84B are views of a ribbed flange nut type ground anchor head with a three-layer anchor head having no power at the upper part and a net cage, and the number of layers of the anchor head is not limited;

FIGS. 85A and 85B are top unpowered ribbed flange nut type ground anchor heads with meshes and cages;

FIGS. 86A and 86B show a ribbed flange nut type anchor head with a central tube having a stop nut and no power at the upper part and with a mesh and a mesh cage; FIGS. 87A and 87B are top unpowered ribbed flange nut type ground anchor heads with double anchor heads of mesh and net cage;

FIGS. 88A and 88B are top unpowered ribbed flange nut type ground anchor heads with three layers of anchor heads with meshes and cages, and the number of layers of the anchor heads is not limited; all of the left side A views in the above figures 1-88(A, B) are for the ground anchor in its contracted state and the right side B views are for the ground anchor in its expanded state (after release in bearing and pulling conditions).

FIG. 89 is a ribbed internal thread-free nut anchor head with a power spring at the upper portion;

FIG. 90 is an upper unpowered ribbed threadless nut-in-nut ground anchor head;

FIG. 91 shows a ribbed threadless nut anchor head with hydraulic ram power. The pressure source includes oil pressure, air pressure, hydraulic pressure, grouting pressure, but is not limited to the above forms;

figures 92, 93, 94, 95, 96, 97 are views of different forms of ground anchor plates;

FIG. 98 is a view of a one-piece ground anchor plate; FIG. 99 is a view of a two-piece ground anchor plate; FIG. 100 is a view of a three-piece ground anchor plate;

FIG. 101A, FIG. 102A, FIG. 103A and FIG. 104A are schematic views showing a state where the anchor head of the ground anchor is contracted in a rotation-advancing manner;

FIGS. 101B, 102B, 103B and 104B are views showing the ground anchor head in a deployed state;

FIG. 105A is a schematic view of a retracted state of the anchor head of the propeller type ground anchor;

FIG. 105B is a schematic view of a deployed state of the anchor head of the propeller type ground anchor;

FIGS. 106A, 106B and 106C are perspective views of a guide post tip;

FIG. 107 is a perspective view of a ribbed (flanged) nut type anchor rod with a power spring at the upper part;

FIG. 108 is a fragmentary view of a ribbed (flanged) nut type anchor rod with enlarged anchor head with a power spring on top and a mesh;

FIG. 109 is a perspective view of a ribbed (flange) nut type anchor rod with enlarged head with a power spring on top and a net cage;

FIG. 110 is a schematic view of a ribbed (flanged) nut type anchor block with a power spring on the top (fiber is mixed in the grouting material); FIG. 111 is a large scale view of a ribbed (flange) nut type anchor rod with enlarged head having a power spring at the upper part and a mesh (the grouting species is doped with fibers);

FIG. 112 is a schematic view of a ribbed (flange) nut type anchor rod with enlarged head having a power spring at the upper part and a net cage (the grouting species is doped with fibers); fig. 113A, 113B and 113C are perspective views of three simple ribbed flanged anchor enlarged head anchor rods without linkage rods; FIGS. 114A and 114A-1 are schematic views of a single-layer simple ground anchor head and an anchor rod without linkage rods;

114B and 114B-1 are schematic diagrams of a simple double-layer ground anchor head and an anchor rod without linkage rods, and the number of layers is not limited;

FIGS. 115 and 115-1 are schematic views of a double-layer simple bag type ground anchor head and anchor rod without linkage rods;

fig. 116, 117 and 118 are large views of three simple rib flange type anchor rods with enlarged head without linkage rods (the grouting species are doped with fibers); fig. 119 and 120 are two end plate type ground anchor enlarged head anchor rod perspective views;

fig. 121 and 122 are two end plate type ground anchor enlarged head anchor rod big sample diagrams (the grouting species are doped with fibers);

FIG. 123 is a perspective view of a ribbed flange nut anchor bar with enlarged anchor head of a double-layered anchor head with a power spring on the top;

FIG. 124 is a fragmentary view of a ribbed flanged nut anchor with enlarged anchor head having a double layer anchor head with a mesh sheet and a power spring on the top;

FIG. 125 is a schematic view of a ribbed flange nut type anchor rod with enlarged anchor head of a double-layer anchor head with a power spring at the upper part and a net cage;

FIG. 126 is a schematic view of a ribbed flange nut type anchor rod with enlarged anchor head of double-layer anchor head with power spring on the upper part (the grouting species is doped with fiber); FIG. 127 is a schematic view of a ribbed flange nut type enlarged anchor head of a double-layered anchor head with a power spring at the upper part and a mesh (the grouting species is doped with fibers);

FIG. 128 is a pictorial view of a ribbed flanged nut anchor enlarged footing anchor rod with a double layer anchor head with a power spring on top and a mesh cage (the grout seed is doped with fibers); FIG. 129 is a schematic view of a ribbed nut-type enlarged anchor shank with a power spring at the upper part;

FIG. 130 is a perspective view of a ribbed nut-type enlarged head anchor rod with a power spring on the top and a mesh sheet;

FIG. 131 is a schematic view of a ribbed nut type anchor rod with enlarged head of ground anchor and mesh cage with power spring on the top;

FIG. 132 is a pictorial view of a ribbed nut-type enlarged anchor head bolt with a power spring on top (the grout species incorporates fibers);

FIG. 133 is a schematic view of a ribbed nut-type enlarged anchor bolt with a mesh sheet and a power spring on the top (fiber is mixed in the grouting material);

FIG. 134 is a schematic view of a ribbed nut type anchor block with enlarged head having a power spring at the upper part and a net cage (the grouting species is doped with fibers); FIGS. 135, 135-1; FIGS. 136, 136-1; FIGS. 137, 137-1; the method is a big picture of three simple nut type anchor rods with rib and expanded heads without linkage rods;

fig. 138, 139 and 140 are schematic views of three simple non-linkage rod ribbed nut type ground anchor enlarged head anchor rods (the grouting species are doped with fibers); FIG. 141 is a schematic view of a ribbed nut-type enlarged anchor bolt with a double-layered anchor head having a power spring at the upper part;

FIG. 142 is a somewhat enlarged view of a ribbed nut anchor head with a double layer anchor head having a power spring at the top and a mesh;

FIG. 143 is a fragmentary view of a ribbed nut-type enlarged anchor shank with a double layer anchor head having a power spring at the upper part and a net cage;

FIG. 144 is a pictorial view of a ribbed nut anchor enlarged head anchor rod with a double layer anchor head having a power spring on the top (the grout species is doped with fibers); FIG. 145 is a schematic view of a ribbed nut type enlarged anchor head anchor rod with a double-layer anchor head having a power spring at the upper part and a mesh (the grouting species is doped with fibers); FIG. 146 is a pictorial view of a ribbed nut-type enlarged anchor bolt with a double layer anchor head having a power spring at the upper part and a net cage (the grouting species is doped with fibers);

FIG. 147 is a perspective view of a ribbed flange nut type expanded anchor head anchor rod with a power spring at the upper part;

FIG. 148 is a perspective view of a ribbed nut type expanded head anchor rod with a power spring on the top;

fig. 149, 150 and 151 are perspective views of three types of rotating progressive anchor bolts with enlarged anchor heads;

fig. 152, 153 and 154 are views showing the enlarged head anchor rod of three kinds of rotary progressive ground anchors (the grouting material is mixed with fiber);

FIG. 155 is a perspective view of a propeller type anchor enlarged head anchor rod; FIG. 156 is a view of a propeller type enlarged anchor bolt (the grout species is mixed with fibers); FIG. 157 is a schematic view of a diagonal type anchor rod of an enlarged anchor head for slope and support;

FIG. 158 is a perspective view of a diagonal bag type anchor with enlarged anchor head for slope and support;

FIG. 159 is a schematic view of various ribbed flanged nuts; the section of A in the figure, the top view of 12 structures marked B-M;

FIG. 160 is a schematic view of various ribbed nuts; 7 as in the ribbed flange nut of fig. 159; in the cross-sectional view of A, the B-M is marked by 12 different structural top views;

FIG. 161-1, FIG. 161-2, FIG. 161-3, FIG. 161-4, and FIG. 161-5 are each a schematic structural view of a ribbed nut or ribbed flange of the present invention; the end plate bearing member of the ribbed nut or ribbed flange 7 can be deployed only to any angle from vertical to horizontal, in various constructional schematics of the deployment to horizontal. Generally, the end plate bearing members are deployed at an angle of 45 degrees to vertical, allowing for larger backbone extensions.

The structure of the ribbed nut or ribbed flange 7 and end plate bearing member is various: the ribbed nut or ribbed flange 7 may be a plate-like structure with a central hole, a sleeve structure (fig. 161-3), a flange structure (fig. 161-1, 161-2, 161-4), a structure in which the sleeve is welded to a circular ring plate or sleeve plate 7-2 (fig. 161-3, 161-5); the outer edge of the ribbed nut or ribbed flange 7 is fixedly connected with a protrusion 7-1, and a pin shaft 3-2 is arranged on the connection protrusion; the pin shaft is movably connected with an end plate pressure-bearing part 8; 7-3 is a lower nut that fits a ribbed nut or ribbed flange 7. FIG. 162 is a schematic view of the anchor fixing structure of the anchor rod bottom end portion of the present invention, which is an anchor with enlarged head, and which may be fiber concrete, with or without a bladder;

FIG. 163 is a schematic view of an anchor rod using unbonded reinforcement bars; FIG. 163A is a schematic view of an anchoring structure of a ribbed nut or a ribbed flange of the invention, and FIG. 163B is a schematic view of an unfolding structure of a linkage rod of the structure of FIG. 163A of the invention;

FIG. 164 is a process flow diagram of the present invention. Fig. 165 is a schematic view of the anchoring and fixing structure of the bottom end of the anti-floating anchor rod, using an enlarged head anchor rod with a bladder. FIG. 166 is a schematic view of an enlarged ground anchor release configuration.

Fig. 167 and 168 are both views showing the structure of the double-linkage rod of the double-ribbed sliding member 3 supported to an end plate bearing member 8 (the end plate bearing member is movably fixed to the ribbed internally threaded or non-internally threaded nut); FIG. 169 is a view showing the structure of the double-linkage bar of the single ribbed slide 3 supported to an end plate bearing 8 (which is movably fixed to a ribbed internally threaded or non-internally threaded nut) and meshed; the second linkage rod is movably connected between the first linkage rod and the end plate pressure-bearing piece 8, so that the supporting strength of the end plate pressure-bearing piece can be enhanced.

Fig. 171, 172, and 173 also show the structure of the double-linkage rod of the double-ribbed sliding member 3 supported by an end plate bearing member 8 (the end plate bearing member is movably fixed to the ribbed internal thread or nut without internal thread), but the end plate bearing member may be a structure without main reinforcing bars at the lower end, and the stress of the end plate bearing member is slightly lower;

FIG. 174 is a ground anchor retractor view of the retractor of FIGS. 171, 172 and 173; FIG. 175 is a contracted view of FIGS. 169 and 170;

FIG. 176 is a contracted configuration view of a large diameter ribbed slide; FIG. 177 is a simplified earth anchor body; fig. 178A and 178B; fig. 178C and 178D are end plate views of four simple ground anchor plates.

Fig. 179-1, 179-2, 179-3, 179-4 are no spring-loaded fixed ground anchor rod systems, respectively, zero, two, three, six anchor heads, the multiple anchor heads being in-line, fig. 179-5, 179-6, 179-7, 179-8 are no spring-loaded fixed ground anchor rod systems, bag-with-bag (grouting) structures, respectively, zero, three, five anchor heads, the multiple anchor heads being in-line; FIG. 180-1, FIG. 180-2, and FIG. 180-3 illustrate a land anchor rod system with an unpowered spring, a ribbed nut and an enlarged head, wherein the system comprises one, two, and four anchor heads, and multiple anchor heads are connected in series; fig. 180-4, 180-5 and 180-6 show an unpowered spring ribbed nut expanded head ground anchor rod system which is respectively of a structure with one, two and four anchor heads and a bag (with a grouting device), wherein the multiple anchor heads are in serial connection. The setting material may be added with fiber.

Detailed Description

As shown in fig. 161-1, which is numbered later and shown in the drawings, and fig. 52B, a limiting plate 1, a power spring 2, a ribbed sliding member 3, a ribbed sliding member extending side (or outer ring) 3-1, a linkage rod 4, a rod body (general main steel bar, finish rolling steel bar) 5, a sleeve 5-1, a stopper 6, a ribbed nut or ribbed flange 7, an end plate pressure-bearing member 8, a pin shaft 3-2, and a movable pin shaft 3-3; the safety pin 9, the restraint ring 10, the sealing ring 11, the clamp 12, the grouting pipe 13, the bag 14 and the concrete (grouting setting material) 15. The outer side of the ribbed sliding part 3 is fixed with the extending side (or outer ring) 3-1 of the ribbed sliding part for fixing the pin shaft 3-2, and the pin shaft 3-2 is movably fixed at the upper end of the linkage rod 4. The grouting solidification material is formed by fiber concrete, super-fluid concrete, cement mortar, fiber cement mortar, cement paste, fiber cement paste or other cementing materials.

The ribbed nut: the nut anchor is characterized in that one or more ribs are arranged around the nut anchor body, and holes are formed in the ribs and used for connecting the pull rod support rods;

ribbed flange nut: the nut is characterized in that a flange plate is arranged at the upper end part of the base of the ribbed nut, one or more ribs are arranged around the anchor body of the flanged nut, and holes are formed in the ribs and used for connecting a pull rod support rod;

anchor plate of end plate pressure-bearing member: two ends of the bolt are provided with a tooth, and two or more tooth rivet holes are connected with the ribbed nut and the ribbed flange nut and pinned into the pin bolt to form a hinge which can be freely contracted and expanded.

Pile tip with guiding, centering and bearing functions: the material of the hollow rod can be steel, cement paste, concrete, epoxy resin or other composite materials, a nut or a screw port is embedded in the center, and the hollow rod is connected with a rod body at the end part of the enlarged head to play a role in guiding, centering and bearing. Each part can be independently formed into a product or can be combined into a product

The ribbed sliding part 3 is more than two (at least one) and is sleeved on the rod body; or the linkage rods 4 are more than two groups (at least one group), one end of the linkage rod 4 of the uppermost group is movably connected with the rib-carrying sliding part 3 of the uppermost group, one end of the linkage rod 4 of the second group at the other end is movably connected with the rib-carrying sliding part, and one end of the linkage rod 4 of the last group is movably connected with the rib-carrying sliding part; as shown in fig. 51B, there are two ribbed sliding members 3 and three groups of linkage rods 4 (the lowest group of horizontal "linkage rods" is called as the end plate pressure-bearing member 8, but is formed as one-layer, two-layer, three-layer and multi-layer pressure-bearing plates), as shown in fig. 52B, there are three ribbed sliding members 3 and five groups of linkage rods 4; however, if the ribbed sliding member 3 is four and the linkage bars 4 are seven groups, a structure similar to that shown in fig. 52B can be formed (fig. 52B, etc., a reinforcement cage-shaped and columnar structure can be formed); each group of the 'linkage rods' or the end plate pressure-bearing piece 8 is a uniform 'rib' uniformly surrounding the rod body 5, and the ribbed sliding piece 3 comprises two linkage rods 4; fig. 169 and fig. 170 both show the structure in which the double-link lever of the single ribbed sliding member 3 is supported by an end plate bearing member 8, but fig. 171, fig. 172 and fig. 173 also show the structure in which the double-link lever of the double ribbed sliding member 3 is supported by an end plate bearing member 8 (the end plate bearing member is movably fixed to the ribbed inner wire or the nut without the inner wire), but the structure may be such that the lower end does not use the main reinforcement bar, and the force applied to the end plate bearing member is slightly lower.

The concrete water-stop joint comprises a rod body matching method nut 16, a concrete cushion 17, a concrete bottom plate 18, a reinforcing steel bar 19 and a water-stop adhesive tape 20. A sealing ring 21, a centering support 22 and a guide pile tip 23; 5-2 parts of an anticorrosive coating, 5-3 parts of anticorrosive grease and 5-4 parts of an anticorrosive sleeve; for example, the power spring 2 and the ribbed sliding piece 3 are sleeved on the rod body;

the ribbed sliding part is provided with an extending side 3-1, and the sleeve 5-1 is a sleeve on the anchor rod body; the ribbed nut or ribbed flange 7 can be a flange-shaped nut, flange or a perforated flat plate, and the center of the ribbed nut or ribbed flange is provided with threads for fixing the lower end of the anchor rod body; the central unthreaded part extends out the lower end of the anchor rod and then is fixed by a nut.

The structure of the ribbed nut or ribbed flange 7 and end plate bearing member is various: the ribbed nut or ribbed flange 7 may be a plate-like structure with a central hole, a sleeve structure (fig. 161-3), a flange structure (fig. 161-1, 161-2, 161-4), a structure in which the sleeve is welded to a circular ring plate or sleeve plate 7-2 (fig. 161-3, 161-5); the outer edge of the ribbed nut or ribbed flange 7 is fixedly connected with a protrusion 7-1, and a pin shaft 3-2 is arranged on the connection protrusion; the pin shaft is movably connected with an end plate pressure-bearing part 8; 7-3 is a lower nut that fits a ribbed nut or ribbed flange 7.

The enlarged head 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.

The power spring can be a compression spring, a leaf spring, a hydraulic rod or a pneumatic rod, or a torsion spring (can be used as power for expanding and unfolding independently); the anchor rod body can cooperate high-strength nut locking prestressing force, can use fibre reinforced concrete with the anchor rod body and with the concrete of anchor section. When the safety pin is not released, the safety pin is a controlled rod to enable the restraint ring to encircle the linkage rod or the end plate pressure-bearing part, the power spring 2 is kept in a power supply state, and when the safety pin is opened, the restraint sleeve is released, and the restraint sleeve is scattered or moves to the pin shaft position at the end part of the linkage rod or the end plate pressure-bearing part.

The device comprises a limiting plate 1, a power spring 2, a ribbed sliding part 3, a linkage rod 4, a rod body 5, a ribbed nut or ribbed flange 7, an end plate pressure-bearing part 8 and a pin shaft 3-2; the limiting plate 1 and the ribbed nut or the ribbed flange 7 are respectively fixed at the upper end and the lower end of the rod body 5, the limiting plate 1 is used for fixing one end of a power spring, the other end of the power spring is movably fixed with a ribbed sliding part 3, a linkage rod 4 and an end plate pressure-bearing part are arranged between the ribbed sliding part 3 and the ribbed nut or the ribbed flange 7, the upper end of the linkage rod 4 and the lower end of the end plate pressure-bearing part are respectively connected onto a pin shaft fixed with the ribbed sliding part 3 and the ribbed nut or the ribbed flange 7, and the lower end of the linkage rod 4 is connected with the upper end of the end plate pressure-bearing part through a; the restraint sleeve and the safety pin connected with the restraint sleeve are arranged, and the restraint sleeve is used for restraining the linkage rod or the end plate pressure-bearing part.

The movable ends of the linkage rod 4 and the end plate pressure-bearing piece 8, namely the movable pin shaft, are opened outwards, and if the end plate pressure-bearing piece is opened to the horizontal position, the expanded ribbed nut or the ribbed flange is formed, and at any angle, the expanded head concrete framework is formed.

The anchor rod body adopts finish-rolled steel bars, and the anchor rod body is a prestressed rod body, wherein the outer layer of the finish-rolled steel bars is sequentially coated with an anticorrosive coating 5-2, anticorrosive grease 5-3 and a sleeve 5-1; or a rod body made of tensile fiber or a composite material rod body.

The ribbed nut or ribbed flange 7 is a plate-shaped structure with a central hole, a sleeve structure, a flange structure, and a structure formed by welding a sleeve and a circular ring plate or a sleeve plate; the outer edge of the ribbed nut or ribbed flange 7 is fixedly connected with a protrusion 7-1, and a pin shaft 3-2 is arranged on the connection protrusion. The bottom end part of the anti-floating anchor rod is anchored and fixed in the structure; the framework of the anchor expanded head ribbed nut or ribbed flange anchor of the concrete expanded head is sleeved in the bag.

The opening power structure is a power spring in an embodiment (mainly provided by an attached drawing), the power spring provides power when compressed, and the opening power structure comprises a spring piece, an elastic ring, an elastic ball, an elastic rod, a compression bag, a counterweight, a dead weight, vibration, a hydraulic rod and a pneumatic rod. When the safety pin is not released, the safety pin is a controlled rod to enable the restraint ring to encircle the linkage rod or the end plate pressure-bearing part, the opening power structure is kept in a power supply state, and when the safety pin is opened, the restraint sleeve is released, the restraint sleeve is scattered or the restraint sleeve moves to the pin shaft position at the end part of the linkage rod or the end plate pressure-bearing part. The opening power may be provided electrically or manually.

The movable ends of the linkage rod and the end plate pressure-bearing piece, namely the movable pin shaft, are opened outwards, if the end plate pressure-bearing piece is opened to a horizontal position, the expanded ribbed nut or the ribbed flange is formed, and at any angle, the expanded head concrete framework is formed.

The rod body adopts finish rolled steel bars, and the anchor rod body prestress rod body is formed by sequentially coating an anticorrosive coating, anticorrosive grease and a sleeve on the outer layer of the finish rolled steel bars; or a rod body made of tensile fiber or a composite material rod body.

The ribbed nut or the ribbed flange is a plate-shaped structure with a central hole, a sleeve structure, a flange structure, and a structure formed by welding a sleeve and a circular ring plate or a sleeve plate; the outer edge of the ribbed nut or the ribbed flange is fixedly connected with a protrusion, and a pin shaft is arranged on the connection protrusion. The bottom end part of the anti-floating anchor rod is anchored and fixed in the structure; the framework of the anchor expanded head ribbed nut or ribbed flange anchor of the concrete expanded head is sleeved in the bag.

The expanded head anchor rod of the ribbed nut or ribbed flange anchoring structure comprises 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, 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, and the bottom of the anchor rod piece is locked and anchored with the expandable ribbed nut or ribbed flange; the ribbed nut or ribbed flange of the anchor rod of the ground anchor expansion head, the anchor rod piece and the anchoring piece are 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 curing materials, so that an expanded ribbed nut or ribbed flange type ground anchor expansion head anchor rod system is formed; the shape of the cylinder comprises 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 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: cubes, cuboids, cylinders, truncated cones, prisms, prismatic tables, cones, pyramids, and the like. The materials of each part include/but are not limited to steel, other metals, composite metals, glass fibers, basalt fibers, resins, geotextiles, canvases, glass fiber reinforced resins, aramid fibers, ultra-high molecular weight polyethylene fibers, carbon fibers, boron olefins, polytetrafluoroethylene, graphene, carbon element-related materials and composites thereof, polymers, polymer materials, nano materials, 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.

The application of the invention comprises the following steps of calculating the pulling-resistant bearing capacity of a single expanded-head anchor rod of powdery clay-silty clay, strongly weathered argillaceous silty sand-sandy mudstone, siltstone, moderately weathered argillaceous silty sand-sandy mudstone and moderately weathered siltstone, and calculating the limit bearing capacity and the design bearing capacity of the engineering expanded-head anchor rod according to the engineering geological survey report and the designed anchor rod type and the technical specification of high-pressure jet expanded-head anchor rod (JGJ/T282-2012):

enlarging the cross-sectional size of the head anchor rod: 250/750 (round section), wherein the length of single anchor 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.

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 stirrups or bent reinforcing steel bars meets the following requirements, and the punched bearing capacity is realized when the stirrups and bent reinforcing steel bars are not provided:

F_l≤(0.7β_hf_t+0.25σ_pc,m)ημ_mh₀ (6.5.1-1)

the coefficient η in the formula (6.5.1-1) should be calculated according to the following two formulas, and the smaller value is taken:

preservation of corrosion_{Linkage rod}-local load design value or concentrated counter force design value;

β_h-section height influence coefficient: when h is not more than 800mm, the value is 1; when h is not less than 2000 anchor rods, the value is 0.9, and the value is taken according to a linear interpolation method;

σ_pc，mmcalculating the weighted average of the effective pre-stresses of the concrete in two directions on the perimeter of the section according to the length, the value of which is preferably controlled at 1.0N/mm²～3.5N/mm²Within the range;

u_mmcalculating the perimeter of the section, and calculating the perimeter of the section according to the worst perimeter of the vertical section of the plate at the position h0/2 away from the perimeter of the local load or the concentrated reaction force action area;

h₀-effective height of the section, taking the average value of the effective heights of the reinforcing bars in two directions;

η₁-the influence coefficient of the shape of the local load or concentrated reaction force action area;

η₂-calculating the influence coefficient of the ratio of the section perimeter to the effective height of the plate section;

β_sthe ratio of the size of the long side to the short side when the local load or concentrated counter force acting area is rectangular is not more than 4; when the value is less than 2, taking 2; taking 2a circular cutting plane;

α_s-column position influence coefficient: taking a middle column 40; taking 30 side columns; the foot pillar is 20.

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, thenPreservation of corrosion_t＝1.57mPa；

Anchor rod body material: PSB 1080-grade finish-rolled twisted steel with the diameter of 40 mm;

the anchor rod is anchored on the bottom plate by adopting a mode of combining a high-strength nut (with the height of 100mm) with a steel backing plate, and the anchoring scheme is shown as the following formula:

h₀＝750mm h＝1000mm>800mm, then beta_h＝1-0.1/1200；

u_{Anchor rod}＝3.14×(750/2+200+750/2)＝2983mm；

β_sWhen 1 is 250/250 ≦ 2.0, then β_s＝2.0；

Punching effect is similar to that of center pillar, then alpha_s＝40

η is 1.0;

preservation of corrosion_{Linkage rod}≤0.7×1×1.57×1×2983×750＝2332kN；

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 and enters the layer to be 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 is the enlarged footing pressure type that forms anchor eye aperture 250mm in the soleplate, and the total length is 15m, and the stock body of rod adopts 1 PSB1080 level prestressed concrete that the diameter is 40mm to be 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 anchor rods. 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:

(1) the diameter of the non-expanded head section rod body of the anchor rod is 200mm, the hole site deviation is less than or equal to 100mm, the hole inclination is less than or equal to 1.0%, and the hole diameter is more than or equal to 200 mm.

(2) 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; and the water-cement ratio of the cement paste 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 36-diameter anchor rod PSB 1080-level steel bars, 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.

If the prestressed unbonded reinforcement is adopted, an anticorrosive grease layer is arranged on the surface of the main reinforcement 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 polyethylene or polypropylene plastic films 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, plastics 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 an anticorrosive coating, the adhesive force between the coating and the steel bar base layer is not lower than 5 anchor rod Pa, the adhesive force between the coating 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 before the anchor rod installation body of rod is put into the drilling, the quality of the body of rod should be checked, ensure that the body of rod equipment satisfies the design requirement. When the rod body is installed, the rod body is prevented from being twisted, pressed and bent. After the materials and the manufacturing process are inspected to be qualified, a drilling machine is adopted to hoist or manually lift 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 put into the hole, and the constraint device is opened after the elevation is designed to enable the ribbed nut or the ribbed flange of the ground anchor to be expanded to the designed diameter; the distance from the end of the grouting pipe to the bottom of the hole is preferably 200 anchor rods, the length of the anchor rods inserted into the holes is not less than 95% of the design specification, after the anchor rods are installed, the anchor rods cannot be knocked randomly and cannot be lifted randomly, the verticality is well controlled (the hole slope is less than or equal to 1.0%), and then grouting cement is prepared (pressure grouting).

1.1.6 grouting

(1) The grouting material may be c30 fine-stone concrete doped with fibers or cement paste, cement mortar or other cementing materials of equivalent 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).

(2) When cement paste is used as a grouting material, the compressive strength of the grouting material is more than or equal to 30 anchor rods Pa, 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.

(3) 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 expanded 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 stirring and is used up before initial setting. And determining grouting pressure according to field test conditions, wherein the grouting density of the slurry is ensured. After grouting, stopping grouting 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 assembly manufacturing → drilling down → drilling up and grouting → vibration sinking into anchor rod assembly → machine moving to the next pile position → construction monitoring.

(2) 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.

When the grouting material is fine-grained concrete:

1) the concrete poured underwater should meet the following specifications:

firstly, underwater concrete pouring must have good workability, and the mixing proportion should be determined through tests; the slump is preferably 180-220 anchor rods; the workability is good. No bleeding and segregation phenomena, easy pumping and easy construction; the 28-day compressive strength meets the strength evaluation standard (GB/T50107-2010);

secondly, the sand for pouring concrete underwater is preferably mixed medium sand (superfine sand and artificial sand are respectively 3: 7); the particle size of the coarse aggregate is preferably 5-10 anchor rods (determined according to the selected pouring equipment);

admixture is preferably mixed in the underwater poured concrete.

Fourthly, the c30 fine aggregate concrete is used in the mixing proportion;

2) the construction and use of the catheter should comply with the following regulations:

the wall thickness of the conduit is preferably 3-5mm, and the outer diameter is preferably 68-70 mm; the diameter manufacturing deviation should not exceed 2mm, the sectional length of the conduit can be determined according to the process requirements, the length of the bottom pipe should not be less than 4mm, and the joint should adopt a double-thread square buckle quick joint;

before the catheter is used, the catheter is assembled and tested in a test way, and the pressure of the test water can be 0.6 multiplied by 1.0 mPa;

and thirdly, cleaning the inside and the outside of the catheter after each perfusion.

3) Water-proof bolt

The used water-proof bolt 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.

4) The quality control of the poured underwater concrete should meet the following requirements:

firstly, when concrete is poured, the distance from the bottom of the guide pipe to the bottom of the hole is preferably 300-500 mm;

secondly, enough concrete reserve amount is needed, and the length of the conduit buried below the concrete pouring surface for one time is not less than 0.8 m;

and thirdly, the depth of the conduit embedded in the concrete is preferably 2-6 m. Strictly lifting the guide pipe out of the concrete pouring surface, controlling the speed of lifting the guide pipe, measuring the buried depth of the guide pipe and the height difference of the concrete pouring surface inside and outside the pipe by a special person, and filling in an underwater concrete pouring record;

fourthly, pouring underwater concrete must be continuously constructed, pouring time of each pile is controlled according to initial setting time of initial disc concrete, and faults in the pouring process are recorded and put on record;

fifthly, controlling the final pouring amount, preferably controlling the height of over-pouring to be 0.8-1.0m, and ensuring that the strength of exposed pile top concrete reaches the design grade after removing the flash.

(5) After grouting is finished at each point, the ball valve must be closed first, then the grouting pipe is disassembled, and the pipe is lifted after the pressure in the pipe disappears.

(6) The grouting project is a hidden project, and needs to make the original record faithfully and seriously.

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 applying prestress to the load required by the design by using a jack or other equipment, and locking by using an anchorage device.

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 body around the pile head can be improved and reinforced, and the bearing strength of the pile head is improved.

1.1.(1) after the test bolt reached the age of 28d or the slurry material strength reached 80% of the design strength, a basic test should be performed to test the pullout resistance. The detection result of the diameter of the expanded head is specifically detected according to the regulation of relevant provisions in JGJ/T282 + 2012 of high-pressure jet expanded head anchor rod technical regulation.

(3) The number of test blocks for testing the slurry strength is not less than 1 group; the detection of the strength of the cement paste refers to the standard of basic performance test methods of building mortar (JGJ/T70-2009).

Design specification of anchor rod with ribbed nut or ribbed flange enlarged footing anchor rod:

1.1 investigation report of geotechnical engineering

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)

2 engineering overview: 2.1 item name; 2.2 this engineering adopts earth anchor ribbed nut or ribbed flange enlarged footing stock body assembly system as permanent anti-floating component. 2.3 expanding the design parameters of the head anchor rod:

2.4 units of measure (except where noted): 1) length: mm; 2) angle: degree; 3) elevation: m; 4) strength: n/mm²。

3, materials and requirements:

3.1 the used body of rod reinforcing bar of this 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.

The cement adopted by the 3.2 grouting material is P.O.42.5, and the quality of the cement meets the regulations of the GB175 of the national standard of Portland cement and ordinary Portland cement.

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

3.4 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.

3.5 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).

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

3.7, 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.

3.8 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.

3.9 the anchor rod body locator or the centering bracket is made of steel and plastic materials harmless to the rod body, and free flow of anchoring slurry is not influenced.

3.10 the joints of the anchor rod and the cushion layer and the anchor rod and the bottom plate are sealed by polymer cement mortar, the sealing thickness is not less than 5mm, and the selection of materials conforms to the relevant material regulations.

3.11 the replacement of any steel bar in the construction can be replaced after the approval of the design unit.

4, construction requirement and detection:

4.1 preparation before construction: 4.1.1 the construction process parameters are determined by tests or engineering experience according to soil conditions and enlarged diameters, and experimental construction verification is carried out before formal construction and strict control is required in construction.

4.1.2 before construction, the site should be leveled, loose soft soil which is not beneficial to the operation of construction machinery should be properly treated, and effective drainage measures must be taken during construction in rainy season.

4.1.3 before construction, mechanical equipment is selected, construction process and technical requirements are determined, and an anchor rod failure remedy is planned.

4.2, construction: 4.2.1 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 → pore-forming quality detection → lowering anchor ribbed nut or ribbed flange enlarged head anchor rod body assembly → high pressure pouring cement mortar, cement paste, concrete or fiber concrete → pile forming → stone body strength reaches 90% of the designed strength to implement prestress tensioning and locking → mounting anchor fittings after the cushion layer is finished.

4.2.2 installation of anchor rod body assembly of enlarged footing

1. All materials and accessories thereof are required to be stored and stacked neatly, moistureproof, antirust and fireproof; the processed anchor rod body assembly cannot be subjected to mechanical damage, medium erosion and pollution when being stored, transported and placed, and raw materials polluted by harmful substances cannot be used.

2. When a rod body isolation sleeve is arranged outside the rod body steel bar according to design requirements, the sleeve is filled with anti-corrosion grease, and two ends of the sleeve are sealed; the sleeve must not be damaged during the machining and installation process. According to the standard requirement, the gap between the sleeve and the rod body is filled with anti-corrosion grease, and if necessary, double sleeve sealing protection can be adopted, which is detailed in a large sample figure. And a rod body positioner is arranged at intervals of 2m along the axial direction of the rod body, and the grouting pipe/guide pipe is firmly bound with the rod body.

3. The rod body assembly of the anchor rod with the enlarged head is required to be lightly taken during installation, transportation and transfer, so that the damage and the damage of a steel bar, a sleeve and the like of the rod body are avoided.

4.2.3 technological parameters:

1. the hole site deviation 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 250 mm.

2. The super-beating depth is 500 mm.

3. The injection pressure of the high-pressure injection reaming is not less than 20MPa, the feeding or lifting speed of the nozzle is 10-25 cm/min, and the rotating speed of the nozzle is 5-15 r/min.

4. The anchor rod anchoring slurry is C30 cement mortar, cement slurry, concrete or fiber concrete with the same strength.

4.3 anchor rod construction:

4.3.1 the diameter of the formed hole is 250mm, the deviation of the hole position is not more than 100mm, and the allowable error of the length is plus 100/-30 mm.

4.3.2 after reaming, immediately putting down the assembled enlarged head anchor rod body assembly, grouting in time and completing continuous grouting of a single anchor rod within 1 hour.

4.3.3 when laying the stock body of rod assembly, must not damage any subassembly of stock body of rod assembly, guarantee normal slip casting operation, must not strike at will, must not hang the heavy object.

4.3.4 the perfusion conduit and the twisted steel are fixed together and put into the anchor hole, the distance between the grouting pipe and the hole bottom is less than or equal to 300mm, the conduit can bear pressure not less than 9.0MPa, and the perfusion material can be smoothly pressure-irrigated to the expanded head anchoring section at the bottom of the drill hole. The slurry should be poured continuously from bottom to top, and the holes should be drained and exhausted smoothly.

4.3.5 after the grouting is finished, the rod body cannot be knocked randomly, and a heavy object cannot be hung.

4.3.6 the grouting slurry should be stirred evenly, used at any time, used up before initial setting and prevented from being mixed with stones and impurities before use. Commercial concrete or mortar can also be adopted, and the strength of the anchoring slurry is not lower than 30 MPa.

4.3.7 when the color and concentration of the grout overflowing from the orifice is consistent with that of the injected grout, the grouting can be stopped when the grouting height reaches 0.8-1.0m above the standard height of the construction surface of the anchor rod.

4.3.8 when the anchoring slurry size reaches the strength not lower than 90% of the design requirement, removing the slurry and leveling to the anchor rod construction surface elevation (the entering structure bottom plate is not lower than 50mm), and implementing the prestress tension locking.

4.3.9 this project should be prestressed and locked after the anchoring slurry strength reaches 90% of the design strength. Before prestress is applied, the steel backing plate for locking prestress and the high-strength nut are brushed with epoxy resin anti-corrosion paint with the thickness of not less than 280 microns.

4.3.10 after the cushion layer is finished, the installation anchoring fittings are integrally cast with the structural bottom plate.

4.4.1 after this engineering stock construction is accomplished, should carry out the acceptance test after the slip casting body intensity reaches 80% of design intensity, the quantity of acceptance test is 5% of total radical, and is not less than 5, and the maximum load of acceptance test is 1.5 times of resistance to plucking design value, and concrete detection foundation carries out according to relevant standard regulation.

4.4.2 the number of test blocks for testing the slurry strength is not less than one group per day, and the number of each group of test blocks is not less than 6.

4.4.3 after the construction of this engineering stock is accomplished, should calculus body intensity reach 90% of design intensity and carry out resistance to plucking test, experimental quantity 3, the biggest load of experiment sees variable diameter steel reinforcement cage enlarged footing stock design parameter table in detail.

4.4.4 creep tests are carried out before formal construction of the anchor rods, the tests are carried out according to the creep test item IV in appendix E of building engineering anti-floating design Standard (JGJ 476-2019), and the number of the tests is not less than 3. The test should be loaded to failure.

5.1 the engineering should be taken according to the regulations of anti-floating technical standard of construction engineering (JGJ 476-2019), high-pressure jet enlarged head anchor rod technical specification (JGJ/T282-2012), rock and soil anchor rod (cable) technical specification (CECS 22: 2005) and other related specifications, where the other descriptions are not related.

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.

Claims

1. An anchor rod of an anchor enlarged head anchoring structure is characterized by comprising mechanical drilling, mechanical reaming or high-pressure jet cutting and reaming by high-pressure water or cement paste and pore forming; the anchor rod piece and the fixing structure at the upper end of the anchor rod piece; the anchor rod piece adopts bonded or unbonded finish rolling twisted steel, steel strands or fiber pull rods, and the steel bar connector is used for the length connection of the anchor rod piece; the top of the anchor rod piece is fixed with the building bottom plate, and the bottom of the anchor rod piece is fixed with the ground anchor expansion head; the ground anchor expanding head and a concrete curing material poured by the rod piece are condensed; the ground anchor expanding head comprises a locking and releasing mechanism, a ribbed sliding part, a linkage rod, a rod body, a ribbed nut or a ribbed flange, an end plate pressure-bearing part and a pin shaft; when the moving parts formed by the ribbed sliding part, the coupling rod and the end plate pressure-bearing part are a group, the coupling rod and the end plate pressure-bearing part are arranged between the ribbed sliding part and the ribbed nut or the ribbed flange; the movable parts formed by the ribbed sliding parts, the linkage rods and the end plate pressure-bearing parts are more than one group, the linkage rods and the end plate pressure-bearing parts are arranged between each group of ribbed sliding parts and the ribbed nuts or ribbed flanges, more than one ribbed sliding parts are sleeved on the rod body, more than one group of linkage rods are arranged, one end of the linkage rod of the uppermost group is movably connected with the uppermost ribbed sliding part, the other end of the linkage rod of the uppermost group is connected with one end of the linkage rod of the second group, and one end of the linkage rod of the last group is movably connected with the ribbed sliding parts; the locking and releasing mechanism is a power spring locking and releasing driving ribbed sliding piece or a push rod type driving ribbed sliding piece; the ribbed nut or ribbed flange is connected with the end plate pressure-bearing part through a pin shaft.

2. The anchor of claim 1, wherein the locking and releasing mechanism is configured to include a restraining sleeve and a safety pin connected to the restraining sleeve, the restraining sleeve engaging the linkage rod or the end plate bearing member; the limiting plate and the ribbed nut or the ribbed flange are respectively fixed at the upper end and the lower end of the rod body, the limiting plate fixes one end of the power spring, and the other end of the power spring movably fixes the ribbed sliding piece.

3. The anchor rod of claim 1, wherein the anchor rod has a pile tip with guiding, centering and bearing functions, and is located below the ribbed nut or the ribbed flange; the ribbed nut or ribbed flange is connected with the anchor plate of the end plate pressure-bearing part through a tongue-and-groove pin bolt or other modes; the anchor plate of the pressure-bearing part of the end plate of the ground anchor expansion head is one, two, three or more; the upper end of the coupling rod and the lower end of the end plate pressure-bearing part are respectively connected with a pin shaft fixed with the ribbed sliding part and the ribbed nut or the ribbed flange, and the lower end of the group of movable part coupling rods at the lowest part is connected with the upper end of the end plate pressure-bearing part through a movable pin shaft or a movable sliding groove; each group of moving part ribbed sliding parts at the upper part position and the end plate pressure bearing part near the shaft rod end are connected through a pin shaft, the linkage rod is connected with the outer end part of the end plate pressure bearing part through a closed sliding groove, and the pin shaft is movably connected with the upper end of the linkage rod of the group of moving parts at the lower part position.

4. The anchor of claim 3, wherein the safety pin is provided, and when the safety pin is not released, the safety pin is a controlled rod to make the restraining sleeve loop the linkage rod or the end plate bearing member, the opening power structure is maintained in a power supply state, and when the safety pin is opened, the restraining sleeve is released, and the restraining sleeve is scattered or moved to the pin shaft position of the end of the linkage rod or the end plate bearing member.

5. The anchor of claim 4, wherein the movable ends of the coupling rod and the end plate pressure-bearing member, i.e., the movable pin shaft, are opened outward, and become an enlarged ribbed nut or a ribbed flange if the end plate pressure-bearing member is opened to a horizontal position, and an enlarged head concrete frame at any angle.

6. The anchor rod of the ground anchor enlarged footing anchoring structure of claim 1 or 2, wherein the rod body is made of finish rolled steel bars, and the prestressed rod body of the anchor rod body is formed by sequentially coating an anticorrosive coating, anticorrosive grease and a sleeve on the outer layer of the finish rolled steel bars; or a rod body made of tensile fiber or a composite material rod body; materials of each component such as the ribbed sliding part, the linkage rod, the end plate pressure-bearing part and the like include/but are not limited to steel, other metals, composite metals, glass fibers, basalt fibers, resins, geotextile, canvas, glass fiber reinforced resins, aramid fibers, ultra-high molecular weight polyethylene fibers, carbon fibers, boron ethylene, polytetrafluoroethylene, graphene, carbon element-related materials and composite materials thereof, polymers, high polymer materials, nano materials, metal materials, non-metal materials and the like. The specification, the model, the shape, the position, the quantity, the size and the material can be adjusted according to different geological conditions of projects.

7. The ground anchor enlarged footing anchoring structure anchor rod of claim 1 or 2, wherein the ribbed nut or ribbed flange is a plate-like structure with a central hole, a sleeve structure, a flange structure, a structure in which a sleeve is welded to a circular ring plate or a sleeve plate; the outer edge of the ribbed nut or the ribbed flange is fixedly connected with a protrusion, and a pin shaft is arranged on the connection protrusion. The anchor rod of the ground anchor enlarged head anchoring structure and the preparation method of each part of the ground anchor head thereof are as follows: 3D printing, injection molding, casting, pouring, casting, forging, manual mechanical assembly welding molding or composite molding and the like.

8. The ground anchor enlarged footing anchoring structure stock of claim 1 or 2, wherein the skeleton of the ground anchor enlarged footing ribbed nut or ribbed flange ground anchor is sleeved in the pocket.

9. The opening mode of the ribbed sliding member, the linkage rod and the end plate pressure bearing member of the ground anchor enlarged head anchor rod according to one of the claims 1 to 8 includes but is 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.

10. The anchor of claim 1, wherein the concrete-based curing material comprises fiber concrete, super fluid concrete, or the like, or cement mortar, fiber cement mortar, cement paste, fiber cement paste, or other curable material crystals are combined to form an expanded ribbed nut or ribbed flange-type anchor system; the shape of the anchor head expanding head of the ground anchor and the shapes of all parts of the anchor head expanding head of the ground anchor comprise/are not limited to a cylinder, a polygonal (circular internal tangent line) 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 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: cubes, cuboids, cylinders, truncated cones, prisms, prismatic tables, cones, pyramids, and the like.

11. The anchor rod of the ground anchor enlarged footing anchoring structure of any one of claims 1-8, wherein the anchor rod member is made of finish-rolled twisted steel with or without bonding, steel strand, prestressed tension rod, and the steel bar connector is used for length connection of the anchor rod member; the top of the anchor rod piece is anchored with the bottom plate of the building, and the bottom of the anchor rod piece is locked and anchored with the expandable bearing plate; the end plate bearing plate, the anchor rod piece and the anchoring piece of the anchor head of the ground anchor are 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 curing materials, so that an anchor head expanding head anchor rod system of the anchor head of the ground anchor is formed; and tensioning and locking by taking the bottom plate as a fulcrum for applying prestress or taking the anchor rod pile top as a fulcrum for applying prestress to form the ground anchor head prestress expansion head anchor rod system.