CN113309094A

CN113309094A - Tree root-shaped ground anchor enlarged footing anchor rod

Info

Publication number: CN113309094A
Application number: CN202110502589.5A
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: 2021-05-09
Filing date: 2021-05-09
Publication date: 2021-08-27

Abstract

A tree root-shaped ground anchor enlarged footing anchoring structure anchor rod, the tree root-shaped ground anchor enlarged footing is condensed with concrete curing material poured by a rod piece; the tree root-shaped ground anchor expanding head comprises a locking and releasing mechanism, a ribbed expanding piece, a linkage rod, a rod body, an end plate pressure-bearing piece and a pin shaft; a group of linkage rods are uniformly and movably fixed below each ribbed stretching piece around the rod body, the linkage rods stretch when the ribbed stretching pieces move downwards, more than one ribbed stretching piece is sleeved on the rod body, more than one group of linkage rods is arranged, the upper ends of the linkage rods of the uppermost group are movably and uniformly connected to the ring of the uppermost ribbed stretching piece, the lower ends of the linkage rods of the uppermost group freely droop or respectively fix a second group of linkage rods, a stop device fixed on the anchor rod is arranged below the ribbed stretching piece, and a device for enabling the ribbed stretching piece to move downwards to open the linkage rods is further arranged below the ribbed stretching piece on the rod body; the locking and releasing mechanism is an elastic driving locking and releasing driving ribbed expanding piece device or a push rod type releasing driving device.

Description

Tree root-shaped ground anchor enlarged footing anchor rod

Technical Field

The invention relates to an anchor rod of a ground anchor expansion head, which comprises a structure of a tree root-shaped anchor expansion head ribbed nut or a ribbed flange and a tree root-shaped anchor expansion head ribbed nut or a ribbed flange pressure-bearing anchor rod.

Background

The anchor rod has great application in the fields of buildings, roads and the like, 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, and the anchor rod is the key for solving the problem of low tensile capacity of the surrounding rock body. 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 prior art, for example, CN201811394388.2 discloses a diameter-variable steel bar cage, which has an enlarged head at the bottom end of the anchor rod, and comprises an axial rod, two sets of several ribs with the same number, and first and second ring-shaped retainers, wherein the two sets of several ribs with the same number and the first and second ring-shaped retainers form a first diameter-variable steel bar cage unit, the first ring-shaped retainer of the diameter-variable steel bar cage unit is fixed at the end of the axial rod, the first and second ring-shaped retainers are sleeved on the axial rod or the pile base rod, the first and second ring-shaped retainers respectively fix the first and second ends of the first and second sets of ribs 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 steel bar cage unit before and after sliding and after releasing, and is in the state of the second diameter-variable 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.

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 applicant has previously filed several patents: CN2021102594907 an expansion enlarged head bearing plate and stock and CN202110334347X a variable diameter fibre cage and stock or pile foundation etc. again like the enlarged head that CN201811394388.2 reducing steel reinforcement cage constitutes can greatly increase the anchor power of stock. However, the structure of the release expansion head still needs to be improved, and the structure of the reinforcement cage of the expansion head is still more complex.

Disclosure of Invention

The invention aims to provide a root-shaped ground anchor enlarged head ribbed nut or ribbed flange anchoring structure and an anchor rod, and also comprises a root-shaped ground anchor enlarged head ribbed nut or ribbed flange structure. The ribbed nut or ribbed flange anchoring structure of the root-shaped ground anchor expanding head and the anchor rod have the advantages that the structure for releasing the expanding head is simple and reliable, the structure of the whole expanding head steel reinforcement cage is simple and reliable, and the application range is wide. The invention overcomes the defect that the tensile capacity of the rock-soil body is far lower than the compressive capacity by the longitudinal tension action of the anchor rod body, has good tensile effect and can be used for compressive resistance. Length connection for anchor rod piece with steel bar connector

The invention has the technical scheme that the anchor rod of the tree root-shaped ground anchor expansion head anchoring structure comprises mechanical drilling, mechanical hole expansion or high-pressure jet high-pressure water or cement slurry cutting hole expansion and hole 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 tree root-shaped ground anchor expanding head; the tree root-shaped ground anchor expanding head is condensed with a concrete curing material poured by the rod piece; the tree root-shaped ground anchor expanding head comprises a locking and releasing mechanism, a ribbed expanding piece, a linkage rod, a rod body, an end plate pressure-bearing piece and a pin shaft; a group of linkage rods are uniformly and movably fixed below each ribbed stretching piece around the rod body, the linkage rods stretch when the ribbed stretching pieces move downwards, more than one ribbed stretching piece is sleeved on the rod body, more than one group of linkage rods is arranged, the upper ends of the linkage rods of the uppermost group are movably and uniformly connected to the ring of the uppermost ribbed stretching piece, the lower ends of the linkage rods of the uppermost group freely droop or respectively fix a second group of linkage rods, a stop device fixed on the anchor rod is arranged below the ribbed stretching piece, and a device for enabling the ribbed stretching piece to move downwards to open the linkage rods is further arranged below the ribbed stretching piece on the rod body; the locking and releasing mechanism is an elastic driving locking and releasing driving ribbed expanding piece device or a push rod type releasing driving device.

The elastic driving device can also be other elastic ball devices which are contacted with the ribbed expanding piece and driven. The ribbed flare also functions as a ribbed slider.

A group of supporting linkage rods or a mounting frustum is arranged at the rib of each group of linkage rods, and when the expanding piece with the ribs slides downwards, the conical surface of the frustum is propped against the rib of the linkage rod; the lower end of the rod body or/and the lower end of the linkage rod are/is fixed with the end plate bearing piece. The stop means may be a nut or a cast, forged, welded piece.

The locking and releasing mechanism is provided with a restraining sleeve and a safety pin connected with the restraining sleeve, wherein the safety pin is arranged, and when the safety pin is not released, the safety pin is a controlled rod to enable the restraining sleeve to hold the linkage rod or the ribbed expanding piece and enable the elastic driving device to be under the action of elastic force; when the safety pin is opened, the elastic driving device is kept in a power supply state, and the restraint sleeve is released after the safety pin is opened; the restraining sleeve is scattered or moved to the position of the pin shaft at the upper end part of the linkage rod. The restraint ring covers the linkage rod or the end plate pressure-bearing piece; the limiting plate fixes one end of the elastic driving device, the other end of the elastic driving device movably fixes the ribbed stretching piece, and the elastic driving device is driven by a power spring sleeved on the rod body to contact with the ribbed stretching piece. The elastic driving device can also be other elastic rings, balls and other devices which are contacted with the ribbed expanding piece and driven.

The two or more opening pieces with the ribs are provided with the same group number of linkage rods, and the two or more opening pieces with the ribs are relatively fixed and synchronously slide on the rod body; the free ends of more than two groups of linkage rods are movably connected (generally connected by a pin shaft) through a plurality of groups of connecting levers; the tail end of the lowest group of connecting levers is a free end or is fixed around a ribbed nut or a ribbed flange fixed at the end of the rod body.

The free end of the linkage rod, namely the umbrella rib structure with the movable pin shaft part opened outwards, is provided with more than one linkage opening part with ribs, and is matched with the linkage rods with the same group number and a plurality of groups of devices connected with the levers to form a cage shape.

The ribbed expanding piece is provided with the same groups of linkage rods and a plurality of groups of connecting levers which are connected with each other, and is provided with a net or a cloth piece on the structure; or a rod body made of tensile fiber or a composite material rod body; the ribbed expanding part, the linkage rod and the end plate bearing part are made of or made of 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-containing 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 structure comprises a plate-shaped structure with a ribbed opening part and 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 expanding part with the rib is fixedly connected with the protrusion, and a pin shaft is arranged on the connection protrusion. The preparation method of each part of the root-shaped ground anchor head comprises the following steps: 3D printing, injection molding, casting, pouring, casting, forging, manual mechanical assembly welding molding or composite molding and the like; the root-shaped ground anchor expanding head is sleeved in the bag.

The opening modes of the ribbed expanding piece, the linkage rod and the end plate pressure bearing piece moving piece 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 pile tip with guiding, centering and bearing functions is arranged at the lower end of the rod body or/and the lower end of the linkage rod and is fixed at the lower part of the end plate bearing part; the free end part of the tree root-shaped ground anchor expanding head linkage rod is provided with an end plate pressure-bearing part anchor plate; the concrete curing material comprises 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 head anchor rod system is formed; the shape of the cylinder comprises a cylinder, a polygonal body, a truncated cone, a sphere and a bamboo joint-shaped cylinder; the cross-sectional plane figure is ellipse, sector, arch, circular ring or polygon.

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 root-shaped ground anchor head 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 being solidified, so that a root-shaped ground anchor head expanding head anchor rod system is formed; and tensioning and locking the anchor head 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 a tree root-shaped ground anchor head prestress expansion head anchor rod system.

One embodiment of the invention is a trans-opening configuration, i.e. the ribs are driven to open from above; the root-shaped ground anchor is shaped like a contracted and expanded umbrella rib and is contracted, locked and released correspondingly to the root-shaped ground anchor.

Furthermore, a pile tip with guiding, centering and bearing functions is arranged and is positioned at the lower end of the rod body or/and the lower end of the linkage rod to be fixed at the lower part of the end plate bearing part; the free end part of the tree root-shaped ground anchor expanding head linkage rod is provided with an end plate pressure-bearing part anchor plate; the stop means may be a nut or a cast, forged, welded piece.

The ribbed nut or ribbed flange anchoring structure of the root-shaped ground anchor expansion head anchor rod is characterized in that a concrete curing material comprises fiber concrete, super-fluid concrete, concrete and the like or is combined with 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 expansion head anchor rod system is formed; the shape of the root-shaped ground anchor head enlarged head 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 elastic opening mode of the ribbed expanding piece, the linkage rod and the end plate pressure bearing piece moving piece comprises but is not limited to the following modes: 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 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 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 expanding part, the linkage rod and the end plate bearing part are made of or made of 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-containing 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. A root-shaped ground anchor enlarged footing anchoring structure anchor rod and a preparation method of each part of the root-shaped 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 root-shaped ground anchor head 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 being solidified, so that a root-shaped ground anchor head expanding head anchor rod system 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 tree root-shaped 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 opening 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, if the end plate pressure-bearing part is opened to a horizontal position, an expanded ribbed nut or a ribbed flange is formed, and the expanded head concrete framework can also play a role in expanding the head concrete framework 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 a tree root-shaped ground anchor enlarged footing anchor rod, which also comprises a structure of a ribbed nut or a ribbed flange of the tree root-shaped ground 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 the piece, trace, end plate pressure-bearing piece constitute are opened to the ribbing 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 good, overall structure is good, release convenient and reliable enlarged footing stock structure, and with low costs preparation convenience, the excellent result of use in the engineering.

Drawings

FIG. 1A and FIG. 1B are schematic structural views of a root-shaped ground anchor head; fig. 1B with a support (spring) trace 24; fig. 2A and 2B are schematic structural diagrams of a tree root-shaped ground anchor head in a contracted state, and fig. 2A is a structure without a linkage rod; downward moving the opened device 23;

FIGS. 3A, 6A and 9A are schematic views of three different types of load dispersing type root-shaped anchor heads with power springs;

FIGS. 3B and 6B and FIG. 9B are schematic views of three different types of unpowered spring load dispersing type root-shaped anchor heads;

FIGS. 4A, 7A and 10A are schematic views of three different types of load dispersing type hooped tree root-shaped anchor heads with power springs; FIGS. 4B, 7B and 10B are schematic views of three different types of unpowered spring load dispersing type stirrup-equipped root-shaped ground anchor heads; FIGS. 5A, 8A and 11A are schematic views of three different types of load dispersing type root-shaped ground anchor heads with net cages and power springs;

FIGS. 5B, 8B and 11B are schematic views of three different types of unpowered spring load-dispersing type root-shaped ground anchor heads with net cages; FIGS. 12A, 15A and 18A are schematic views of three different forms of unbonded pressure-dispersing root-shaped earth anchor heads with power springs; FIGS. 12B, 15B and 18B are schematic views of three different forms of unbounded pressure-dispersing root-shaped anchor heads without power springs; FIGS. 13A, 16A and 19A are schematic views of three different forms of unbounded pressure-dispersing type hooped root-shaped anchor heads with power springs; FIGS. 13B, 16B and 19B are schematic views of three different forms of unbounded pressure-dispersing type hooped root-shaped anchor heads without power springs;

FIGS. 14A, 17A and 20A are schematic views of three different forms of unbonded pressure-dispersed root-shaped anchor heads with power springs for ground anchors with netpen; FIGS. 14B, 17B and 20B are schematic views of three different forms of non-binding pressure-dispersing type anchor heads with a netpen root shape for an unpowered spring;

FIGS. 21A, 26A and 29A are schematic views of three different forms of tension-dispersing type root-shaped anchor heads with power springs;

FIGS. 21B and 26B and 29B are schematic views of three different forms of unpowered spring tension-distributing root-shaped anchor heads;

FIGS. 22, 27A and 30A are schematic views of three different forms of tension-dispersing type stirrup-containing root-shaped anchor heads with power springs; FIGS. 23, 27B and 30B are schematic views of three different forms of unpowered spring tension-distributing type hooped root-shaped anchor heads; FIGS. 24, 28A and 31A are schematic views of three different forms of tension-dispersing type root-shaped anchor heads with net cages for ground anchors with power springs; FIGS. 25, 28B and 31B are schematic views of three different forms of unpowered spring tension-dispersing root-shaped anchor heads of the tension-dispersing root-shaped ground anchor with a net cage;

FIG. 32A, FIG. 32B and FIG. 32C are schematic views of the anchor heads of the load dispersing type root-shaped ground anchor with three different opening modes, without limitation of the number of layers; fig. 33A, 33B and 33C are schematic views of anchor heads of load dispersing type hooped tree root-shaped ground anchors in three different opening modes, and the number of layers is not limited; fig. 34A, 34B and 34C are schematic views of load dispersing type double-layer root-shaped ground anchor heads with netpen in three different opening modes, and the number of layers is not limited;

FIG. 35A, FIG. 35B and FIG. 35C are schematic views of three different opening modes of unbonded pressure-dispersed root-shaped anchor heads without limitation of the number of layers; FIG. 36A, FIG. 36B and FIG. 36C are schematic views of the anchor head of the unbonded pressure-dispersed root-shaped ground anchor with stirrups of three different opening modes, without limitation of the number of layers;

fig. 37A, 37B and 37C are schematic views of anchor heads of unbonded pressure-dispersed double-layer netpen root-shaped ground anchors with three different opening modes, and the number of layers is not limited;

FIG. 38A, FIG. 38B and FIG. 38C are schematic views of the tension-dispersed root-shaped ground anchor head with three different opening modes, without limitation to the number of layers; FIGS. 39A, 39B and 39C are schematic views of the tension dispersion type root-shaped ground anchor head with stirrups of three different opening modes, and the number of layers is not limited;

fig. 40A, 40B and 40C are schematic views of tension-dispersed double-layered root-shaped ground anchor heads with netpen in three different opening modes, and the number of layers is not limited;

fig. 41A, 41B and 41C are schematic views of load dispersing type tree root-shaped ground anchor heads with three different opening modes, and the number of layers is not limited; 42A, 42B and 42C are schematic views of load dispersing type root-shaped ground anchor heads with hooped trees in three different opening modes, and the number of layers is not limited;

fig. 43A, 43B, 43C are schematic views of load-dispersing double-layered root-shaped ground anchor heads with netpen in three different opening modes, without limitation of the number of layers;

FIG. 44A, FIG. 44B and FIG. 44C are schematic views of unbonded pressure-dispersed root-shaped anchor heads with three different opening modes, without limitation of the number of layers; FIGS. 45A, 45B and 45C are schematic views of anchor heads of unbonded pressure-dispersed root-shaped ground anchors with stirrups of three different opening modes, and the number of layers is not limited;

FIGS. 46A, 46B and 46C are schematic views of anchor heads of unbonded pressure-dispersed double-layer root-shaped ground anchors with netpen in three different opening modes, and the number of layers is not limited;

FIG. 47A, FIG. 47B and FIG. 47C are schematic views of the tension-dispersed root-shaped ground anchor head with three different opening modes, without limitation of the number of layers; FIG. 48A, FIG. 48B and FIG. 48C are schematic views of the tension dispersing type root-shaped ground anchor head with stirrups for three different opening modes, and the number of layers is not limited;

fig. 49A, 49B and 49C are schematic views of tension-dispersed double-layered root-shaped ground anchor heads with netpen in three different opening modes, and the number of layers is not limited;

FIGS. 50A and 50B are schematic views showing the contraction and expansion of the root-shaped anchor head of the tree-shaped ground anchor opened by the compression spring, without limitation to the number of layers;

FIGS. 51A and 51B are schematic views showing the contraction and expansion of the root-shaped anchor head of the tree-root-shaped ground anchor opened by pneumatic, hydraulic or other power, without limitation to the number of layers;

FIGS. 52A and 52B are schematic views showing the contraction and expansion of the anchor head of the stirrup-containing root-shaped ground anchor opened by the compression spring, without limitation to the number of layers; FIGS. 53A and 53B are schematic diagrams illustrating the contraction and expansion of the anchor head of the root-shaped anchor with hooped reinforcement opened by the power of air pressure, oil pressure or hydraulic pressure, and the number of layers is not limited;

FIGS. 54A and 54B are schematic views of the contraction and expansion of the root-shaped anchor head of the root-shaped ground anchor with a net cage opened by a compression spring, wherein the number of layers is not limited; FIGS. 55A and 55B are schematic views of the contraction and expansion of the anchor head of the root-shaped earth anchor with a net cage opened by the power of air pressure, oil pressure or hydraulic pressure, etc., without limitation of the number of layers;

FIGS. 56A and 56B are schematic views showing the contraction and expansion of the anchor head of the root-shaped earth anchor with the endless bearing plate opened by the compression spring; can be combined with stirrups, net cages and the like, and the number of layers is not limited;

FIGS. 57A and 57B are schematic views showing the contraction and expansion of the root-shaped anchor head of a ribbed flange nut of an endless bearing plate with a compression spring opened; can be combined with stirrups, net cages and the like, and the number of layers is not limited;

FIGS. 58A and 58B are schematic views showing the contraction and expansion of a root-shaped earth anchor head with a spiral reinforcement cage of an endless bearing plate; the number of layers is not limited;

FIGS. 59A and 59B are schematic views illustrating the contraction and expansion of the root-shaped anchor head of the foldable end bearing plate; the number of layers is not limited; fig. 60A and 60B are schematic diagrams illustrating contraction and expansion of a root-shaped earth anchor head with a spiral reinforcement cage of a foldable end bearing plate; the number of layers is not limited;

FIGS. 61A and 61B are schematic views showing the contraction and expansion of a root-shaped anchor head with a reinforcing cage for fixing bars of an endless bearing plate; the number of layers is not limited;

fig. 62A and 62B are schematic views illustrating the contraction and expansion of the root-shaped earth anchor head of the foldable end bearing plate; the number of layers is not limited; fig. 63A and 63B are schematic diagrams illustrating contraction and expansion of a root-shaped ground anchor head with a fixed reinforcement cage of a foldable end bearing plate; the number of layers is not limited;

FIGS. 64A and 64B are schematic views showing the contraction and expansion of the anchor head of a root-shaped earth anchor with spiral stirrups of an endless bearing plate; the number of layers is not limited; fig. 65A and 65B are schematic views illustrating the contraction and expansion of the root-shaped anchor head of the foldable end bearing plate; the number of layers is not limited; fig. 66A and 66B are schematic diagrams illustrating contraction and expansion of a root-shaped earth anchor head with spiral stirrups of a foldable end bearing plate; the number of layers is not limited;

FIG. 67 is a schematic view of a tension-dispersed root-shaped anchor bolt with enlarged anchor head, wherein fibers can be added into the grouting material;

FIG. 68 is a schematic view of a load dispersing type root-shaped anchor bolt with enlarged footing, in which fibers may be added into the grouting material;

FIG. 69 is a schematic view of a load dispersing type root-shaped enlarged footing anchor with stirrups, wherein fibers can be added into the grouting material;

FIG. 70 is a schematic view of a load-dispersing root-shaped enlarged footing anchor rod with a mesh cage, wherein fibers can be added into the grouting material;

FIG. 71 is a schematic view of a bag-type root-shaped ground anchor with enlarged anchor head, wherein the root-shaped ground anchor is not limited in style and fibers are added;

FIG. 72 is a schematic view of a tension-dispersed double-layer root-shaped anchor bolt with enlarged footing, wherein fibers can be added into the grouting material;

FIG. 73 is a schematic view of a load dispersing type double-layered root-shaped anchor block with enlarged footing, wherein fibers can be added into the grouting material;

FIG. 74 is a schematic view of a tension-dispersed double-layer root-shaped anchor bolt with enlarged anchor head, wherein fibers can be added into the grouting material;

FIG. 75 is a schematic view of a load-dispersing type double-layer root-shaped ground anchor enlarged footing anchor rod, wherein fibers can be added into grouting materials;

fig. 76 and 78 are two kinds of load dispersing type double-layer root-shaped anchor bolt with enlarged head of ground anchor with stirrups, wherein fibers can be added into the grouting material, and fibers can be added into the grouting material;

fig. 77 and 79 are two kinds of load dispersing type double-layer tree root-shaped ground anchor enlarged head anchor rods with net cages, and fibers can be added into grouting materials; fig. 80 and 81 are two kinds of big views of bag-type double-layer root-shaped ground anchor enlarged head anchor rods, wherein the root-shaped ground anchor is not limited in style, and fibers can be added into grouting materials;

FIG. 82 is a schematic view of a tension-dispersed double-layer root-shaped enlarged head anchor rod, in which fibers may be added to the grouting material;

FIG. 83 is a schematic view of a load dispersing type double-layered root-shaped anchor bolt with enlarged footing, wherein fibers can be added into the grouting material;

FIG. 84 is a schematic view of a load dispersing root-shaped enlarged anchor bolt with stirrups with a root-shaped enlarged anchor head, wherein fibers can be added into the grouting material;

FIG. 85 is a schematic view of a load-dispersing root-shaped enlarged footing anchor rod with a mesh cage, wherein fibers can be added into the grouting material;

FIG. 86 is a schematic view of a bag-type root-shaped ground anchor with an enlarged head, wherein the root-shaped ground anchor is not limited in style and fibers can be added into the grouting material; FIG. 87 is a schematic view of a load-dispersing type expandable anchor rod with an end plate pressure-bearing member foldable root-shaped ground anchor and a reinforcement cage or a spiral stirrup, wherein fibers can be added into grouting materials;

FIG. 88 is a schematic view of a tension-dispersed type root-shaped enlarged head anchor rod with a reinforcement cage or a spiral stirrup, wherein fibers can be added into the grouting material; FIG. 89 is a schematic view of a load-dispersing type expandable anchor rod with an end plate pressure-bearing member foldable root-shaped ground anchor and a reinforcement cage or a spiral stirrup, wherein fibers can be added into grouting materials;

fig. 90 is a schematic view of a foldable root-shaped ground anchor expanded head anchor rod of a bag-type end plate pressure-bearing part, wherein the root-shaped ground anchor is not limited in style, and fibers can be added into grouting materials.

Fig. 91 is a schematic view of cage structure formed by three layers of expanding members with ribs, and fig. 92 is a schematic view of sectional structure of the bag type expanding head of the invention.

Detailed Description

As shown in the figure, the device comprises a limiting plate 1, a power spring 2, a ribbed stretching part 3, a ribbed stretching part extending side (a pin shaft is arranged on an outer ring) 3-1, a linkage rod 4, a linkage rod sleeve 4-1, a second linkage rod 4-2, a rod body (main steel bar and finish rolling steel bar) 5, a (main steel bar) sleeve 5-1, a second limiter 6, an end plate pressure-bearing part 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 expanding part 3 with the ribs is fixed with the extending side (or outer ring) 3-1 of the expanding part with the ribs 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. Supporting trace 24. A linkage flare 23 (which may be a frustoconical member). The ribbed flare may be a sliding ring that is supported by the trace flare 23 when sliding downward. FIG. 92 is a schematic sectional view of the balloon-type enlarged head of the present invention further showing the structure of the solidifying material injector and the clamping of the balloon.

The extending side (or outer ring) 3-1 of the expanding piece 3 with the rib is used for fixing the pin shaft 3-2, and the pin shaft 3-2 movably fixes the upper end of the linkage rod 4.

Each group of second linkage rods 4-2 can be connected with the end part of each linkage rod or connected with the nut with the rib sleeved at the lower end of the rod body.

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 expanding pieces 3 are more than two (at least one) and are all 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-provided opening 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-provided opening part, and one end of the linkage rod 4 of the last group is movably connected with the rib-provided opening part; as shown in fig. 51B, there are two ribbed splaying 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 it is formed into one-layer, two-layer, three-layer and multi-layer pressure-bearing plates), in the figure, there are three ribbed splaying members 3 and five groups of linkage rods 4; however, if the number of the opening members 3 with ribs is four and the number of the linkage rods 4 is seven, 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 parts 8 is a uniform umbrella rib which is uniformly surrounded around the rod body 5, and the ribbed expanding parts 3 comprise two linkage rods 4; in the figure, the double linkage rods of the single ribbed unfolding part 3 are supported to an end plate pressure-bearing part 8, but the figure also shows that the double linkage rods of the double ribbed unfolding part 3 are supported to an end plate pressure-bearing part 8 (the end plate pressure-bearing part is movably fixed on a ribbed internal thread or a nut without the internal thread), but the lower end of the end plate pressure-bearing part can be of a structure without a main reinforcing steel bar, and the stress of the end plate pressure-bearing part is slightly lower.

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 expanding piece 3 are sleeved on the rod body; the ribbed expanding piece is provided with an extending side 3-1, and the sleeve 5-1 is a sleeve on the anchor rod body; the ribbed flare 3, which may be a flange-like ring, flange or perforated plate; the center is generally unthreaded, and the ring is fixed by the lower end stop device of the anchor rod or by a nut.

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, a torsion spring (can be used as the power for 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 opening part 3, a linkage rod 4, a rod body 5, an end plate pressure-bearing part 8 and a pin shaft 3-2; the limiting plate 1 and the lower limiter are respectively fixed at the upper end and the lower end of the rod body 5, the limiting plate 1 fixes one end of the power spring, the other end of the power spring movably fixes the ribbed stretching part 3, the linkage rod 4 surrounds the shaft rod and is connected to a pin shaft fixed with the ribbed stretching part 3, and the lower end of the linkage rod 4 is freely connected or connected with a second linkage rod, or connected with the upper end of the pressure-bearing part through a movable pin shaft; 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 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 bottom end part of the anti-floating anchor rod is anchored and fixed in the structure; the root-shaped ground anchor expanded head of the concrete expanded head is sleeved with a ribbed nut or a framework of a ribbed flange in the bag.

The opening power structure, which in the embodiment (mainly provided by the attached figures) is a power spring that powers when compressed, comprises means for contacting the ribbed expander 3 to make it slide: comprises a spring leaf, an elastic ring, an elastic ball, an elastic rod, a compression bag, a counterweight, a dead weight, a 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 root-shaped ground anchor expanded head of the concrete expanded head is sleeved with a ribbed nut or a framework of a ribbed flange 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 root-shaped ground anchor expansion head anchor rod, 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 being solidified, so that an expanded ribbed nut or ribbed flange type 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, composite metal, glass fiber, basalt fiber, resin, geotextile, canvas, glass fiber reinforced resin, aramid fiber, ultra-high molecular weight polyethylene fiber, carbon fiber, boron-ethylene, polytetrafluoroethylene, graphene, carbon element related materials and composite materials thereof, high molecules, 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 each anchor rod is 15 meters, the length of the 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, corrosion prevention_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 in a mode of combining a high-strength nut (with the height of 100mm) with a steel backing plate, and the anchoring scheme is as follows:

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 a 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 5NPa according to the standard requirement, 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 Anchor rod installation

Before the rod body is placed into the drill hole, the quality of the rod body is checked, and the rod body is ensured to be assembled to meet the design requirement. When the rod body is installed, the rod body is prevented from being twisted, 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 ensure that the ribbed nut or the ribbed flange of the root-shaped ground anchor is unfolded 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 steel bar clamp, which comprises a jack, a manual wrench, a crane, a reed, a gantry crane, a wheel rotating disc and the like, and is electric, hydraulic, pneumatic mechanical and manual. 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.

1.1.9 quality control

(1) After the test anchor rod reaches the age of 28d or the strength of the slurry material reaches 80% of the designed strength, a basic test is carried out to detect the pullout resistance. The detection result of the diameter of the expanded head is specifically detected according to the regulation of the relevant provisions in JGJ/T282 + 2012, 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 description of root-shaped ground anchor ribbed nut or ribbed flange enlarged footing anchor rod 1

1.1 geotechnical engineering investigation report.

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

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

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

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

1.6 building foundation design criteria (GB 50007-2011)

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

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

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

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

1.11 Industrial building anticorrosion design Specification (GB 50046-

1.12 twisted steel for prestressed concrete (GB/T20065-

1.13 technical Specification for Rebar Anchor plate (JGJ 256 one 2011)

(GB/T14370-2015)(GBJ 50300-2011)

2 engineering overview:

2.1 item name; 2.2 this engineering adopts root shape earth anchor ribbed nut or ribbed flange enlarged footing stock 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.

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 corrosion protection material should maintain corrosion protection and physical stability over the designed lifetime.

3.9 the anchor rod body locator or centering support adopts the counter rod body plastic material, does not influence the free flow of anchoring grout.

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 root-shaped 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, prestress tensioning and locking are implemented → the anchor fitting is installed 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. A kind of root shape ground anchor expands the anchor rod of the anchor structure of the head, its characteristic is, including mechanical drilling, mechanical reaming or high-pressure jet high-pressure water or cement paste cut and ream, 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 tree root-shaped ground anchor expanding head; the tree root-shaped ground anchor expanding head is condensed with a concrete curing material poured by the rod piece; the tree root-shaped ground anchor expanding head comprises a locking and releasing mechanism, a ribbed expanding piece, a linkage rod, a rod body, an end plate pressure-bearing piece and a pin shaft; a group of linkage rods are uniformly and movably fixed below each ribbed stretching piece around the rod body, the linkage rods stretch when the ribbed stretching pieces move downwards, more than one ribbed stretching piece is sleeved on the rod body, more than one group of linkage rods is arranged, the upper ends of the linkage rods of the uppermost group are movably and uniformly connected to the ring of the uppermost ribbed stretching piece, the lower ends of the linkage rods of the uppermost group freely droop or respectively fix a second group of linkage rods, a stop device fixed on the anchor rod is arranged below the ribbed stretching piece, and a device for enabling the ribbed stretching piece to move downwards to open the linkage rods is further arranged below the ribbed stretching piece on the rod body; the locking and releasing mechanism is an elastic driving locking and releasing driving ribbed expanding piece device or a push rod type releasing driving device.

2. The root-shaped ground anchor enlarged footing anchoring structure anchor rod of claim 1, wherein a group of supporting linkage rods or a group of conical tables are installed at the ribs of each group of linkage rods, and when the expanding piece with the ribs slides down, the conical surfaces of the conical tables are propped against the ribs of the linkage rods; the lower end of the rod body or/and the lower end of the linkage rod are/is fixed with the end plate bearing piece.

The stop means may be a nut or a cast, forged, welded piece.

3. The root-shaped ground anchor enlarged footing anchoring structure anchor rod as claimed in claim 1, wherein the locking and releasing mechanism is configured to have a restraining sleeve and a safety pin connected to the restraining sleeve, and to have a safety pin, and when the safety pin is not released, the safety pin is a controlled rod to make the restraining sleeve to hold the linkage rod or the ribbed expanding member and to make the elastic driving device under the action of elastic force; when the safety pin is opened, the elastic driving device is kept in a power supply state, and the restraint sleeve is released after the safety pin is opened; the restraining sleeve is scattered or moved to the position of the pin shaft at the upper end part of the linkage rod. The restraint ring covers the linkage rod or the end plate pressure-bearing piece; the limiting plate fixes one end of the elastic driving device, the other end of the elastic driving device movably fixes the ribbed stretching piece, and the elastic driving device is driven by a power spring sleeved on the rod body to contact with the ribbed stretching piece. The elastic driving device can also be other elastic rings, balls and other devices which are contacted with the ribbed expanding piece and driven.

4. The root-shaped ground anchor enlarged footing anchoring structure anchor rod as claimed in claim 2, wherein more than two of the opening members with ribs are provided with the same number of groups of linkage rods, and at this time, more than two of the opening members with ribs are relatively fixed and synchronously slide on the rod body; the free ends of more than two groups of linkage rods are movably connected through a plurality of groups of connecting levers; the tail end of the lowest group of connecting levers is a free end or is fixed around a ribbed nut or a ribbed flange fixed at the end of the rod body.

5. The root-shaped ground anchor enlarged head anchoring structure anchor rod as claimed in claim 4, wherein the free end of the linkage rod, i.e. the portion of the movable pin shaft, is an umbrella rib structure which is opened outwards, and more than one linkage opening member with ribs is provided with the same number of linkage rods and a plurality of devices connected with the connecting levers to form a cage shape.

6. The root-shaped ground anchor enlarged footing anchoring structure anchor rod as claimed in any one of claims 1 to 5, wherein the ribbed expanding member is provided with the same number of groups of linking rods and a plurality of groups of connecting levers connected to the structure provided with a net or cloth, 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; the ribbed expanding part, the linkage rod and the end plate bearing part are made of or made of 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-containing 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.

7. A root-shaped ground anchor enlarged head anchoring structure anchor rod as claimed in any one of claims 1 to 5, wherein the ribbed opening member has 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 plate or a sleeve plate; the outer edge of the expanding part with the rib is fixedly connected with the protrusion, and a pin shaft is arranged on the connection protrusion. The preparation method of each part of the root-shaped ground anchor head comprises the following steps: 3D printing, injection molding, casting, pouring, casting, forging, manual mechanical assembly welding molding or composite molding and the like.

8. The root-shaped ground anchor enlarged head anchoring structure anchor rod as claimed in any one of claims 1 to 5, wherein the root-shaped ground anchor enlarged head is nested in the pocket.

9. The root-shaped ground anchor enlarged head anchoring structure anchor rod as claimed in any one of claims 1 to 5, wherein the opening manner of the ribbed expanding member, the linking rod, and the end plate pressure-bearing member 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 root-shaped earth anchor enlarged footing anchoring structure anchor rod as claimed in any one of claims 1-5, wherein a pile tip having guiding, centering and bearing functions is provided at the lower end of the rod body or/and the lower end of the linkage rod to fix the lower portion of the end plate bearing member; the free end part of the tree root-shaped ground anchor expanding head linkage rod is provided with an end plate pressure-bearing part anchor plate; the concrete curing material comprises 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 head anchor rod system is formed; the shape of the cylinder comprises a cylinder, a polygonal body, a truncated cone, a sphere and a bamboo joint-shaped cylinder; the cross-sectional plane figure is ellipse, sector, arch, circular ring or polygon.

11. The root-shaped ground anchor enlarged footing anchoring structure anchor rod as claimed in one of claims 1 to 8, wherein the anchor rod member is made of finish-rolled twisted steel with or without bonding, steel strand, pre-stressed tie-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 root-shaped ground anchor head 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 being solidified, so that a root-shaped ground anchor head expanding head anchor rod system is formed; and tensioning and locking the anchor head 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 a tree root-shaped ground anchor head prestress expansion head anchor rod system.