CN113279401A - Grid-reinforced reducing steel reinforcement cage and anchor rod - Google Patents

Abstract

A kind of grid enhanced reducing reinforcement cage, including a pack of vertical bars, axial lever, at least two sets of several ribs and at least one spline of the same number, a pack of vertical bars and a pack of several ribs of each group are the same and surround the axial lever, the spline is fitted on axial lever or pile foundation pole, two splines loose and fix the first end of the rib that the first group and second group surround the axial lever separately, the second end of the rib loose and fix on vertical bar, at least one spline slides, the spline is correspondent to the original state of the reducing reinforcement cage unit and second diameter state of expanding the diameter after releasing separately before sliding and after sliding; the grids are wound on the periphery of the vertical ribs of the reinforcement cage or/and are uniformly distributed in the vertical ribs of the reinforcement cage with a plurality of plane inclined plane grids; the folding and tightening grid net is in an unused and contracted state in a mode that the grid plane is horizontal, vertical or inclined, the elastic device enabling the spline to slide is a power spring sleeved on the axial rod, and the device releasing device limiting the opening of the reinforcement cage is a restraining rope, a restraining sleeve and a restraining stop pin.

Description

Grid-reinforced reducing steel reinforcement cage and anchor rod

Technical Field

The invention relates to a reducing steel reinforcement cage, in particular to a grid-reinforced reducing steel reinforcement cage and an anchor rod system.

Background

The anchor rod is a new complex formed by a rod body and the like which are positioned in a rock-soil body and the rock-soil body. The anchor rod in the complex is the key to solve the problem of low tensile capacity of the surrounding rock mass. Thereby greatly enhancing the bearing capacity of the rock-soil body. The anchor rod is 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. The cost of major diameter stock can be very high, needs powerful steel reinforcement cage as the skeleton of concrete, and the application of enlarged footing steel reinforcement cage brings the stock and bears tensile improvement, but more needs the high physical properties of steel reinforcement cage.

CN2017103161244 a diameter-variable reinforcement cage for an anchor rod or a pile foundation and application thereof disclose a diameter-variable reinforcement cage and application thereof, comprising an axial rod, two groups of a plurality of ribs with the same number, a first spline and a second spline, wherein the two groups of a plurality of ribs with the same number and the first spline and the second spline form a first diameter-variable reinforcement cage unit, the first spline of the diameter-variable reinforcement cage unit is fixed at the end part of the axial rod, the first spline and the second spline are sleeved on the axial rod or a pile base rod, the first spline and the second spline are respectively fixed at the first end of the first group of ribs and the first end of the second group of ribs surrounding the axial rod, the second end of each rib of the first group is respectively movably connected with the second end of a corresponding rib of the second group, the second spline is sleeved on the axial rod, the second spline is respectively corresponding to the original state of the diameter-variable reinforcement cage unit before sliding and after sliding and is released to be in a second diameter-expanded state, and a limiting or positioning device for the second spline is arranged on the axial rod or the pile foundation rod. The reducing steel reinforcement cage framework has good effect, but the adopted stirrup structure (latitude lines of the steel reinforcement cage fix each point on the vertical bars in an adjustable fixing mode, so that the steel reinforcement cage is convenient to shrink and release during manufacturing) is hard or steel ropes, and the manufacturing cost is higher. If the stirrup structure (weft of the reinforcement cage) is a hard and elastic reinforcement, the reinforcement cage is very inconvenient to shrink, if a reinforcement with the thickness of 6mm is selected and even the reinforcement cage cannot be shrunk by enough tension, and the prior art adopts a soft steel rope to ensure that the reinforcement cage is not disordered and is also extremely labor-consuming when weaving the weft. The overall stress of the reinforcement cage is not always better than that of the hard and elastic reinforcement weft, so that the stress bearing of the reinforcement cage with the enlarged head after the solidified material is solidified is influenced.

The diameter-variable (capable of being released to become an expanded head) steel reinforcement cage generally has warp and weft, and has the advantages that the warp and the weft have the same diameter to bear relay and pressure stress, and the diameter-variable steel reinforcement cage has the advantages of low cost and reliable release. In the prior art, the requirement can be met only by adopting the common steel rope type weft yarns through winding and weaving by a fine work, labor and labor are wasted, and labor cost and material cost are much higher.

The anchor rod is used as a tension member penetrating into the stratum, one end of the anchor rod is connected with an engineering structure, the other end (bottom end or far end) penetrates into the stratum, the whole anchor rod is divided into a free section and an anchoring section, the free section is an area for transmitting the tension at the head of the anchor rod to an anchoring body, and the function of the free section is to apply prestress on the anchor rod; the anchoring section is an area where the prestressed tendons and the soil layer are bonded by cement paste, and has the functions of increasing the bonding friction effect of the anchoring body and the soil layer, increasing the bearing effect of the anchoring body and transmitting the pulling force of the free section to the deep part of the soil body.

The defect that the tensile capacity of a rock-soil body is far lower than the compressive capacity is overcome through the longitudinal tension action of the anchor rod body. Seemingly limiting the detachment of rock-soil bodies from the original bodies. The prestressed application of the prestressed anchor rod is already an essential element of anchor rod application, but the anchoring section of the other end (bottom end or far end) of the anchor rod penetrating into the stratum refers to an area where the prestressed tendon and the soil layer are bonded by cement slurry, the anchoring section has the functions of increasing the bonding friction effect of the anchoring body and the soil layer, increasing the bearing effect of the anchoring body and transmitting the tension of the free section to the deep part of the soil body. The need for a more rigid enlarged head formed by the reducing reinforcement cage can greatly increase the anchoring force of the anchor rod. The warp and the weft are required to be uniformly distributed, and the reducing steel reinforcement cage is low in preparation cost and reliable in release.

Disclosure of Invention

The invention aims to provide a grid-reinforced reducing reinforcement cage and an anchor rod, in particular to a reducing reinforcement cage and an anchor rod which are parallel to the horizontal plane and have grid-reinforced wefts on the aspect of wefts of the reinforcement cage. Through the good wholeness of the anchor rod body and the grid reinforced reducing steel reinforcement cage, the construction efficiency is high, the cost is lower, the manufacture is convenient, and the release of the expanded head is simple and reliable. The other end (bottom end or far end) of the anchor rod penetrates into the anchoring section in the stratum, and the area where the prestressed tendon or the non-prestressed enlarged head, the solidification material (concrete and the like) and the rock soil layer are bonded increases the solidification effect of the anchoring body and the soil layer, so that the tensile effect of the anchoring body is greatly increased. The meshes refer to various meshes and grid meshes.

The invention has the technical scheme that the grid-reinforced reducing reinforcement cage (and anchor rod) comprises a group of vertical ribs, an axial rod, at least two groups of a plurality of ribs with the same number and at least two splines (ring-shaped fixed connectors), wherein the group of vertical ribs and the group of the plurality of ribs have the same number and surround the axial rod; the grids are wound on the periphery of the vertical ribs of the reinforcement cage or/and are uniformly distributed in the vertical ribs of the reinforcement cage with a plurality of plane inclined plane grids; the folding and tightening grid net is in an unused and contracted state in a mode that the grid plane is horizontal, vertical or inclined, and is in an applied state when the reinforcement cage is opened after being completely released, the elastic device for enabling the spline to slide is a power spring or a push rod sleeved on the axial rod, and the release device for limiting the opening of the reinforcement cage is a restraint rope, a restraint sleeve, a restraint ring and a restraint stop pin and can restrain the opening of the vertical ribs.

The grids are particularly wound on the periphery of the vertical ribs of the reinforcement cage or/and a plurality of plane inclined plane grids are uniformly distributed in the vertical ribs (in the length direction) of the reinforcement cage; the foldable grid net is fixed by ribs, vertical ribs (and splines) in the same state of a grid plane in the form of a horizontal plane, a vertical plane or an inclined plane; the horizontal plane or inclined plane grid mesh is uniformly distributed in the reinforcement cage; the vertical plane grid net is wrapped on the periphery of the reinforcement cage.

The mesh mainly refers to various meshes, grids, meshes and cylinders woven by steel wires or carbon fibers or high polymer material fibers or formed into any shape and used for being fixed with steel materials of vertical bars, ribs, splines and even main steel bars in the reinforcement cage, and the mesh also refers to a mesh made of other flexible materials and can be folded when the reinforcement cage is contracted and can be opened when the reinforcement cage is released. Particularly, the steel wire cage and the high polymer material fiber are adopted, the steel wire cage can be fixed on the steel reinforcement cage in a welding mode (the steel reinforcement cage is fixed by grid welding or other modes including binding, riveting, sewing and the like when being opened), and the contraction of the steel reinforcement cage cannot be influenced.

The folding and tightening grid net is in an unused and contracted state in a mode that the grid plane is horizontal, vertical or inclined, and is in an applied state when the reinforcement cage is opened after being completely released, the elastic device for enabling the spline to slide is a power spring sleeved on the axial rod, and the release device for limiting the opening of the reinforcement cage is a restraint rope, a restraint sleeve, a restraint ring and a restraint stop pin and can restrain the opening of the vertical ribs.

The cage-in-cage structure is provided with two to five layers of reinforcement cages which are respectively arranged at two to five layers of vertical ribs.

The grid is folded and tightened along with the shrinkage of the reinforcement cage, the grid is in a shrinkage state when the reinforcement cage is not used, the spring enables the ribs and the vertical ribs to be completely released, the grid is in an application state when the reinforcement cage is opened, the elastic device enabling the spline to slide is a spring sleeved on the axial rod (in a compression or tension state and provides elastic force enabling the spline to slide and open the reinforcement cage), the device for limiting the opening of the reinforcement cage can be the simplest device, the device for limiting the opening of the reinforcement cage can be a hoop rope (a restraining sleeve, a restraining ring, a restraining stop pin and the like) for restraining the vertical ribs from opening, the hoop rope is restrained by a restraining pin, and the restraint pin is opened to release the reinforcement cage. Other modes are very many, and only the outward expansion of the vertical rib is limited. The cage structure in the cage is provided with two or more layers of temporary vertical ribs.

The connection mode of N (more than 2) groups of a plurality of ribs with the same number and at least N splines (ring-shaped fixed connectors) is similar to that of the above-mentioned groups; because one end of each group of ribs is movably connected with the position with the same height of the vertical rib, the other end of each rib is movably connected with the spline, namely, the different height of each vertical rib is respectively and movably connected with each group of ribs of at least two splines. Form a reinforcement cage with vertical bars parallel to the axial rods. More than 2 splines are evenly distributed on the shaft, at least one spline slides on the axial rod, and a stop gear for limiting the sliding distance of the splines is arranged. The vertical rib release device of the spreading rib is a spring device, namely a power spring, of the spreading spline, wherein the spring device is sleeved on the axial rod, and at least one sliding spline is spread by the power spring. The axial rod is a rod body of the anchor rod and can be a main reinforcing steel bar or a sleeve arranged on the main reinforcing steel bar.

At least one spline slides on axial pole or pile foundation pole, and the slip spline also can be equipped with positioner on axial pole or pile foundation pole, can inject gliding position promptly normally open the position to the steel reinforcement cage.

The release device for opening the vertical bars is a spiral spring sleeved on the axial rod, one or two spiral springs can be positioned on one side or two sides of the sliding spline, the length of each spiral spring can even reach half or more of the length of the reinforcement cage, the spiral springs can also be designed to be short, and the elastic force can push the sliding spline. The length of the spiral spring is 5-100% of that of the reinforcement cage; the releasing device for opening the vertical ribs is a push rod, a spring piece, an elastic ring, an elastic ball, an elastic rod, a compression bag, a balance weight, a dead weight, vibration, a hydraulic rod, a pneumatic rod and high-pressure gas.

The mode that the rib is movably connected with the vertical rib is as follows: the spline connects the ribs to the vertical ribs through a pin shaft and a pin shaft bracket respectively; the root of erecting the muscle rib is greater than 3, and the perpendicular muscle of different figure can form the polygon cross-section of different limits number, and if the cross-section of four perpendicular muscle is the rectangle, five are the pentagon, and this is also profitable to the steel reinforcement cage expanding downthehole release, because can overcome probably also can open the steel reinforcement cage when the reaming is not so standard circularity, forms firm enlarged head after solidifying with the solidification material. The vertical ribs are linear or curved.

The mesh is generally flexible (a steel wire mesh can be used), the contraction of the steel reinforcement cage is not influenced, the weft mesh is folded when the steel reinforcement cage contracts and can be folded orderly, the steel reinforcement cage with better integrity can be formed after the steel reinforcement cage is released, the warp of the steel reinforcement cage is fixed with the mesh (the mesh can be weft or externally wrapped, the processing efficiency is high, the re-contraction and re-release of the steel reinforcement cage are not influenced, the strength of the steel reinforcement cage is obviously increased, the workload of production and processing is reduced, the production efficiency is improved, the mesh is simpler and easier to use, and the production cost occupied by materials of the steel reinforcement cage is not influenced.

The vertical ribs can be various steels, and flat steel is a good choice for the vertical ribs. The release device for opening the vertical ribs is a spiral spring sleeved on the axial rod, one or two spiral springs are positioned on one side or two sides of the sliding spline, and the length of each spiral spring is 5-100% of the length of the reinforcement cage. The spline 5 is a ring-shaped fixed connector; the simplest device for limiting the opening of the steel reinforcement cage and the release device can be a restraining rope and a safety pin connected with the restraining rope, the restraining rope encircles the vertical rib, and after the safety pin is opened, the power spring can make the elastic force push the spline to open and release the steel reinforcement cage. The power spring provides a resilient power when held in compression.

The working process of the invention is as follows, when the safety pin is not released, the safety pin restrains the ferrule to hold the linkage rod or the lower linkage rod, the power spring 2 is kept in a power supply state (typically compressed or extended), the power spring restrains the ferrule to hold the vertical rib after being compressed, the safety pin is a controlled rod (manual or including electric control and other devices), when the safety pin is opened, the restraining sleeve can not hold the linkage rod or the lower linkage rod, under the elastic force of the power spring, the spline moves downwards, the vertical rib is opened outwards, the expanded reinforcement cage plays the role of an expanded head concrete framework, the rod body can adopt a finish rolled reinforcement, or a rod body prepared by adopting tensile fibers or a composite material rod body, the finish rolled reinforcement rod body can be a pre-stressed rod body which is firstly or secondly added, the post-stressed rod body can be a rod body which is coated with an anticorrosive coating in sequence, and the outer layer of the finish rolled reinforcement can be coated with the anticorrosive coating in sequence, Anticorrosive grease and casing pipe.

The grid reinforced reducing steel bar cage is characterized in that the opening mode 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. The grid reinforced reducing steel reinforcement cage, the anchor rod and the parts are made of materials including but not limited to: carbon fiber, basalt fiber, glass fiber, aramid fiber glass, glass fiber reinforced resin, geotextile, canvas, ultra-high molecular weight polyethylene fiber, boron ethylene, polytetrafluoroethylene, graphene, carbon element related materials and composite materials thereof, macromolecules, high polymer materials, nano materials, steel, other metals, composite metals, metal materials, non-metal materials and the like

The grid reinforced type reducing steel reinforcement cage, the anchor rod and each part are characterized in that the shape of the grid reinforced type reducing steel reinforcement cage, the anchor rod and each part comprises/is not limited to a cylinder, a polygonal (circular internal tangent) cylinder, a truncated cone, a cone (including a cone and a polygonal cone), a trapezoidal cylinder, a sphere and a bamboo joint-shaped cylinder; the cross-sectional plane pattern may be circular (elliptical), fan-shaped, arcuate, circular, etc. Polygons (including triangles, trapezoids, parallelograms, rhombuses, rectangles, squares, rays, pentagons, hexagons), and the like; the solid shape can also be varied: cubic, cuboid, cylinder, round table, prism, prismatic table, cone, pyramid, honeycomb, melon-net shape, lattice structure, etc.

The invention relates to a reinforcement cage anchor rod, which comprises a reducing reinforcement cage, an anchor rod piece, a fixing structure at the upper end of the anchor rod piece and a reinforcement 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 reducing reinforcement cage; the reducing reinforcement cage, the anchor rod piece, the anchoring piece and the poured solidification material are solidified; the solidification material comprises fiber concrete, super-fluid concrete, concrete and the like or the combination of crystals of cement mortar, fiber cement mortar, cement paste, fiber cement paste or other solidifiable materials, so that an expanded head anchor rod system taking the grid reinforced type reducing steel reinforcement cage anchor rod as a framework is formed; and tensioning and locking the anchor rod by taking the bottom plate as a fulcrum for applying prestress or taking the anchor rod pile top as a fulcrum for applying prestress to form the grid reinforced type reducing reinforcement cage prestress expansion head anchor rod system. The grid (grid) reinforced reducing steel bar cage can be sleeved with a bag. The grid reinforced reducing reinforcement cage can also be provided with a sheath or a shield.

Has the advantages that: the invention provides a grid (gridding) reinforced reducing steel reinforcement cage, which has a weft-wise and warp-wise uniform reinforced stress structure, the grid (gridding) reinforced reducing steel reinforcement cage has a high success rate of releasing the steel reinforcement cage, the grid (gridding) reinforced weft is uniformly stressed, and an anchoring section where the other end (bottom end or far end) of an anchor rod is stuck into a stratum refers to an area where prestressed ribs and a soil layer are bonded by cement slurry, so that the bonding friction effect of an 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 fibers has a better effect, the structure of the expanded head framework is simple, and the framework with the combination of hardness and softness (the linkage rod and the lower linkage rod are mainly made of steel and can also be made of other rigid materials) is provided, so that the cost is lower, the using effect is good, the construction is convenient and easy to operate, and the safety pin device is easy to control to pin and release. The use of ordinary steel ropes is disturbed.

Drawings

FIG. 1 is a schematic view of a net-type reinforcement cage in a single-layer structure in a contracted state;

FIG. 2 is a schematic view of a single-layer structure of a mesh reinforcement cage with a shield in a contracted state; the protective cover is a plastic or metal cover which wraps the reinforcement cage and can be opened movably;

FIG. 3 is a structural diagram (in a contracted state) of a steel reinforcement cage framework with a variable diameter of a flat steel pin perforation and activating mechanism, wherein a mesh cage, a net sheet or a stirrup can be sleeved on the steel reinforcement cage;

FIG. 4 is a schematic view of the connection structure of the pin (shaft) of the adjustable rib and the vertical rib of the present invention, the adjustable rib and the vertical rib can be flat steel bars, and the pin shaft seat is just a shaft hole;

5-8 are schematic views of four common variable-diameter steel reinforcement cages with meshes in an unfolded state;

FIGS. 9-12 are schematic views of four conventional diameter-variable reinforcement cages with net cages in an expanded state (the net cage is not unique in style);

FIGS. 13-16 are schematic views of four typical variable diameter reinforcement cages with mesh and cages in an expanded state;

FIGS. 17-20 are schematic illustrations of four typical cage-in-cage variable diameter cages with mesh in the expanded position;

FIGS. 21-24 are schematic illustrations of the expanded state of four conventional variable diameter cages with a mesh cage (the mesh cage pattern is not exclusive);

FIGS. 25-28 are schematic illustrations of four typical variable diameter cages with mesh plus cages in an expanded state;

FIGS. 29-32 are schematic views of four conventional square (polygonal) diameter-variable cages with mesh in an expanded state;

fig. 33-36 are schematic views of four conventional square (polygonal) diameter-variable reinforcement cages with net cages in an unfolded state (the net cage is not unique in style);

FIGS. 37-40 are schematic views of four conventional square (polygonal) diameter-variable reinforcement cages with mesh sheets and cages in an expanded state;

FIGS. 41-44 are schematic illustrations of four conventional square (polygonal) variable diameter cages with mesh in their expanded configuration;

FIGS. 45-48 are schematic views of four conventional square (polygonal) variable diameter cages with a mesh cage in an expanded state (the mesh cage is not unique in style);

FIGS. 49-52 are schematic illustrations of four conventional square (polygonal) variable diameter cages with mesh plus cages in their expanded position;

FIG. 53 is a schematic view of a mesh cage with a center rod in a collapsed state;

FIG. 54 is a schematic view of a mesh cage with a center pole in an expanded state, which may also be a non-collapsible fixed diameter mesh cage;

FIG. 55 is a schematic view of a mesh cage without a center rod in a collapsed state;

FIG. 56 is a schematic view of a mesh cage without a center pole in an expanded state, which may also be a non-collapsible fixed diameter mesh cage;

FIGS. 57-60 are schematic structural views of four mesh sheets (cages), respectively;

FIG. 61 is a schematic view of a spline configuration;

FIG. 62 is a schematic view of a spline-ribbed structure;

fig. 63 and 64 are schematic cross-sectional structures of two reinforcement cages;

FIG. 65 is a schematic view of a splined ribbed structure in the form of a cage in a cage;

FIGS. 66 and 67 are schematic cross-sectional views of a cage;

fig. 68 and 69 are schematic cross-sectional views of two types of square or polygonal (one type with a grid) reinforcement cages;

FIGS. 70 and 71 are schematic cross-sectional views of a cage with a square or polygonal (one with a grid) cross-section;

FIGS. 72-74 are three schematic views of mesh type, mesh cage type and mesh cage type variable diameter steel reinforcement cage enlarged head anchor rod, respectively, and fibers can be added into the grouting material;

FIGS. 75-77 are three-section mesh type, mesh cage type, and mesh cage type square (polygonal) variable diameter steel reinforcement cage enlarged head anchor rod big sample diagrams respectively, and fibers can be added into grouting materials;

FIGS. 78-80 are schematic diagrams of mesh sheet type, mesh cage type, and mesh cage type cage-in-cage enlarged head anchor rod, respectively, wherein fibers can be added into the grouting material;

FIGS. 81-83 are schematic diagrams (three versions) of mesh type, mesh cage type and mesh cage type square (polygonal) cage medium cage enlarged head anchor rod, respectively, and fibers can be added into the grouting material;

FIG. 84 is a pictorial view of a mesh-type cage enlarged footing anchor with a center rod, with grouting material having fibers added thereto;

FIG. 85 is a schematic view of a mesh-type cage enlarged footing anchor rod without a center rod, in which fibers may be added to the grouting material;

FIG. 86 is a schematic view of a fixed-diameter mesh type cage enlarged footing anchor rod (with a center rod) with fibers added to the grouting material;

FIGS. 87-89 are schematic diagrams of mesh sheet type, mesh cage type and mesh cage type variable diameter steel reinforcement cage enlarged head anchor rod with bag, respectively, wherein fibers can be added into grouting material;

fig. 90-92 are three drawings of mesh sheet type, mesh cage type and mesh sheet and mesh cage type square (polygon) variable diameter steel reinforcement cage enlarged head anchor rod with bag, respectively, and fibers can be added in grouting materials;

FIGS. 93-95 are schematic diagrams of mesh sheet type, mesh cage type, mesh sheet and mesh cage type cage-in-cage enlarged head anchor rod with bag, respectively, and fiber can be added into grouting material;

FIGS. 96-98 are schematic diagrams of mesh sheet type, mesh cage type, mesh sheet and mesh cage type square (polygonal) cage-in-cage enlarged head anchor rod with a bag, respectively, and fibers can be added into the grouting material;

FIG. 99 is a schematic view of a mesh cage enlarged footing anchor with a pocket and a center rod, with fibers added to the grouting material;

FIG. 100 is a schematic view of a mesh cage enlarged footing anchor without a center rod with a pocket, in which fibers may be added to the grouting material;

FIG. 101 is a schematic view of a fixed diameter mesh type cage enlarged footing anchor rod with a pocket (with a center rod) and with fibers added to the grouting material;

fig. 102 and 104 are schematic views (one with grid meshes) of the expanded state of the variable-diameter steel reinforcement cage with integrated upper and lower double chains, and the cross section of the steel reinforcement cage can be round or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 103 and 105 are schematic views of the expanded state of the variable-diameter steel reinforcement cage with the through integrated multi-chain (one is provided with a grid mesh), and the cross section of the steel reinforcement cage can be round or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 106 and 108 are schematic views showing the expanded state of the variable-diameter reinforcement cage (with a grid mesh) with integrated upper and lower chains and a mesh cage between the chain shafts, wherein the cross section of the reinforcement cage can be round or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 107 and 109 are schematic views showing the expanded state of the variable-diameter steel reinforcement cage (with a grid mesh) with the integral multi-chain penetrating through and the mesh cage between the chain shafts, and the cross section of the steel reinforcement cage can be round or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 110 and 111 are schematic views of the expanded state of the variable-diameter reinforcement cage with chain plates, and the cross section of the reinforcement cage can be round, square or polygonal (one figure is provided with a grid net). Can be a single-layer cage or a cage-in-cage;

FIG. 112 is a schematic view of a deployed state of a cage with a chain having a link shaft formed by a clip (buckle), the cage having a cross-sectional shape that may be circular or polygonal; can be a single-layer cage or a cage-in-cage;

fig. 113 is a schematic view showing the expanded state of a cage with a variable diameter having a cage between its chain shafts, wherein the cage has a cross-sectional shape of either a circle or a polygon. Can be a single-layer cage or a cage-in-cage; the bar-type chain with the hoop (buckle) as a link shaft can be of a structure of a bar-type pin roll steel wire mesh to form a large-area variable-diameter reinforcement cage;

FIG. 114 is a flow chart of the construction of the present invention.

Detailed Description

As shown in the figure, the axial rod 4, the restraint rope 1, the (a plurality of) vertical ribs 2, the ribs 3, the spline (a ring-shaped fixed connector, generally two columns which can ensure a reinforcement cage) 5, the release mechanism (restraint rope) 1, the grid, the mesh sheet 9, the mesh cage 9-1, the chassis, the bearing plate 8, the limiter 10, the shield 11, the restraint pin 12 and the ribs 3 can be flat rods; a pin shaft bracket 3-1, a pin shaft arranged on the pin shaft bracket, and a limiting device arranged on a main reinforcing steel bar 10.

The grid 9 has fixed welding points on at least two rigid lines, the folding of the grid cannot be influenced, the grid can be surrounded on the side surface of a column of the steel reinforcement cage, the totally-enclosed grid forms a cage shape, the softer grid or the grid can be welded on the opening plane of the spline and the rib, and the grid can be adopted at the same time; more layers (roots) can also be fixed on each welded grid on a solid line, so that the folding and folding of the grids are facilitated to shrink the steel reinforcement cage, and the continuous spiral and closed-loop chains distributed in multiple layers can fix the grids, see the attached drawings of the grids.

The bars pole can be parallel with the perpendicular muscle at the very least with two-layer (root) have two embedded points or fixed point (welding point), more layers (root) also can only remain on every bars pole with two welded fastening point, or bars pole and embedding or the whole or partial welded fastening point of being connected, bars pole with fix weld again after weaving into the mat and fix on perpendicular muscle, the bars pole encircles in the steel reinforcement cage and becomes the partly of steel reinforcement cage, also can strengthen the intensity of steel reinforcement cage, and can less use erect the muscle, three four (many more better) perpendicular muscle can (erect the muscle and encircle more can increase the cost). The bars and the grids attached to the bars and the fixed woven mat can be expanded when being welded into a cage, and the bars are folded and retracted after being folded when the reinforcement cage is retracted, and are fixed by a constraint rope and compress the power spring. When the restraining ropes of the reinforcement cage are released at the position of the enlarged hole, the reinforcement cage is released under the action of the power spring, and the reinforcement cage is in an expanded state, so that the reinforcement cage is solidified with a solidified material to form a solid reinforcement cage.

The spline 5 is in a ring shape and is movably and fixedly connected with the rib 3, a pin shaft bracket 3-1 and one end of the pin shaft movably connected with the rib 3 arranged on the pin shaft bracket are uniformly arranged on the outer ring of the spline 5, and one end of the rib 3 is movably connected with a vertical rib through the pin shaft bracket (hole) 3-1 and the pin shaft arranged on the pin shaft bracket; generally, two steel bars can ensure the column shape of the steel bar cage, and a plurality of groups of parallel splines 5 and ribs 3 can also be used, so that the steel bars of the steel bar cage are distributed more uniformly. To form a firmer concrete framework.

The invention is not limited to the industry, and the industry is divided into a short-pitch precise roller chain, a bent plate roller chain for heavy-load transmission, a chain for mechanical conveying and a plate type chain; high strength rigging series; the chain is divided into a transmission chain, a conveying chain, a traction chain, a special chain and the like according to purposes and functions, and all the chains can be applied to the invention. Mainly used for transmitting power. For conveying materials. The engaging and conveying are most applied in various types, but the basic structures of the engaging and conveying are only the following types, and the others are all the variants of the types. As seen from the structures, most of the parts are composed of chain plates, chain pins, shaft sleeves and the like. Other types of chain plates are only modified according to different requirements, some chain plates are provided with scrapers, some chain plates are provided with guide bearings, and other chain plates are provided with rollers and the like, which are used for modification in different application occasions. In the same series of products, the variety is divided according to the material, the accessory form and the hinge structure used by the elements. According to the pitch classification, the general names in the market are 4 points (P is equal to 12.7), 5 points (P is equal to 15.875), 1 inch (P is equal to 25.4), 1 inch and half, and the like, but the invention is applied. Different division specifications of the same variety according to pitch, row number, width and ultimate tensile load. The existing commonly used sizes of essentially 1/2"X3/32" and 1/2 "X11/128" can be used. The prior art also includes short pitch roller chains for transmission, bush chains, toothed chains for transmission, etc. The invention can be simplified into a basic unit consisting of chain plates and shafts, and the basic unit is continuous (closed loop or not): the chain plates are connected with each other through a shaft to form a continuous structure and can rotate around the shaft, the chain plates can also be rod-shaped (the end connecting shafts can be flat pieces better, shaft hole installation shafts are convenient to drill), rod-shaped chain plates (rods) are not eliminated, and the connection of the chain plates (rods) and the chain plates (rods) is formed by mutual closed loops. Iron (steel) is most commonly used, and other materials are not excluded. The beneficial effect during iron is that (the steel reinforcement cage is in the position of release, form the enlarged footing) can all have the welding point with the disposable welding of iron vertical bar with a plurality of circles with the mode of resistance welding at the contact department with iron vertical bar, then contact resistance department heats because of the heavy current and reaches the welding point, shaft-like, the slice link joint all can use, especially need to adopt iron resistance welding, will form the welding point with the periphery of erecting the muscle when the steel reinforcement cage opens, then form the steel reinforcement cage that a fixed tension is good, and compress power spring shrink steel reinforcement cage after the welded fastening shaping, because of can not having elastic shrink (can transfer drilling under the prerequisite of minor diameter, the enlarged footing reachs the expanded hole and releases again, make power spring promote the spline and release the enlarged footing).

The peripheral inelastic folding chain links can be folded when in contraction, power springs sleeved on the axial rods are adopted, the springs are in a state of compressive or extension stress, the ring-shaped flexible fixing devices, namely the splines, are locked or are provided with stop stops (or the vertical ribs are fixed), and after the locking or stop stops (the restraint ropes are released) are opened, the spring stress drives the splines (the ring-shaped connecting fixing devices) to slide on the axial rods to drive the sliding ribs and the vertical ribs to extend, so that the vertical ribs are expanded.

When the spline is fixed on the axial rod, the spline and the axial rod are of an integrated structure.

According to the use requirement of concrete engineering, according to the variable diameter principle of the invention, the variable diameter steel reinforcement cage with various three-dimensional shape characteristics can be formed, including/but not limited to a cylinder and a polygonal column (the shape is most convenient for the invention); when the vertical bars are not parallel to the main reinforcing bars (axial rods), a truncated cone, a cone (including a cone and a polygonal cone), a trapezoidal column and the like can be formed; the invention can form the variable-diameter reinforcement cage characterized by double layers or multiple layers (cage-in-cage) for the variable-diameter reinforcement cage of the oversized-diameter pile foundation according to the variable-diameter principle of the invention and the use performance requirements of concrete engineering. There have been several illustrations in the drawings.

In the drawing, the schematic drawing of the tightening structure and the releasing structure of the invention is that the number of the vertical ribs is more than 3, the number of the vertical ribs is more than 4, and the number of the vertical ribs can be 3, 5, 6 or more, and the weft is inelastic and is wound on the periphery of the vertical ribs; the shortest when the two vertical bar fixing welds are in line, so polygonal cross-sections are most common. The vertical ribs are straight rods which are vertically distributed parallel to the axial rod, and can also be uniform oblique lines and arc lines.

The middle part of each vertical rib is connected with one end of a rib, the other end of the rib is connected with a spline, and the spline slides on the axial rod (pile foundation rod). When the diameter ratio of the circular ring or the annular plate fixed at one end of the vertical ribs is larger, and the other end of each rib is connected to the spline to be spread, the vertical ribs can be vertically distributed in parallel with the axial rods.

The periphery of the vertical rib of the reducing steel bar cage is provided with a spiral (polygon) shape. The tightening is in an unused state (for putting into a borehole) and the ends of the stirrups are provided with release means. In a tightened and elastically constrained unused state, the diameter is changed after the diameter is released, and the diameter is expanded to an original loose state, namely the diameter is smaller and is expanded to the design requirement after the diameter is released to an expansion body end of an anchor rod or a pile foundation, and the diameter is expanded to the design requirement (if the diameter is expanded to 400mm or more from less than 200mm in a typical section, the structure of a multi-layer steel reinforcement cage is also easy to design, the vertical ribs need to be enclosed into two circles, and each circle is provided with two or more layers on the periphery of the vertical ribs).

The release device of the vertical rib of the strutting rib has a plurality of types, and the main spiral spring is elastically locked: the flexibility of the device is not elastic, and a power spring sleeved on the main steel bar (axial rod) expands the spline, the expansion rib and the vertical rib. The release device for the spreading ribs and the vertical ribs is a spring (similar) device for spreading the sleeve rod of the umbrella rib to spread at least one sliding spline. The length of the power spring can be 5-100% of the length of the reinforcement cage.

After the spline is released, when the ribs are expanded to a large diameter, the vertical ribs can be parallel to the axial rod to form a cylindrical reinforcement cage; when the diameter of the circular ring or the circular plate is different from the diameter of the rib after the spline is released and the rib is opened, the circular truncated cone-shaped reinforcement cage is formed.

4-1 is the power spring of cover at the axial rod, can have multiple structure, the rib of second group is connected between second spline and perpendicular muscle, second spline and spline all slide on the axial rod, also can be equipped with power spring between second spline and the spline, when shrink perpendicular muscle, it is compressed to be equipped with the spring between second spline and the spline, the inside stop gear that is equipped with of axial rod stops second spline or spline, when the stop gear loosens then second spline and spline move left automatically under the spring force effect, stretch out perpendicular muscle on every side.

The power spring sleeved on the axial rod is used for driving one sliding spline (the other spline is fixed) by a tension spring or a compression spring, and the driving simultaneously releases two pairs (or more pairs of ribs, in the embodiment in the attached drawing) of ribs (and then drives the vertical ribs); the tension spring or the compression spring acts on the two sliding splines to release the two pairs of ribs simultaneously. The tension spring or the compression spring can act on one sliding spline to release two pairs of ribs simultaneously. Or a pair of tension springs or compression springs can be used for simultaneously driving the two sliding splines to simultaneously release the two pairs of ribs; the size of the tension spring or the compression spring can be fixed by the limiting clamp or the spline is limited by the stop or the limiting clamp (self or barrier applied by periphery) at the elastic stress position of the tension spring or the compression spring, and when the stop or the stop is disengaged, the reducing steel bar cage is released. The springs sleeved on the axial rod can be used simultaneously.

The device release device for preventing the reinforcement cage from being opened by the obstruction applied to the periphery can be the most simple structure of a restraint rope and a safety pin connected with the restraint rope, the restraint rope encircles the vertical rib, and after the safety pin is opened, the power spring can push the spline to open and release the reinforcement cage. The power spring provides a resilient power when held in compression. The two connecting ends of the restraint rope are provided with safety pins sleeved by steel sleeves, the safety pins are parts of a release mechanism of the reinforcement cage and are used for restraining and releasing the reinforcement cage in a tightened state, and the power spring can drive the spline after the bolt is pulled to release the reinforcement cage; typical application parameters are a diameter of 200mm in the contracted configuration and 400mm or more in the released configuration, and a cage in a cage of more than 500 mm. The variable-diameter steel reinforcement cages with other specifications can be matched with various drilling hole diameters and application requirements.

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 anchor rod made by the invention can be applied in the prior art.

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 (circular cross section), the length of single anchor rod is 15 meters, the length of common anchoring section is 12.5 meters, the length of the expanded anchoring section is 2.5 meters, the strongly weathered argillaceous siltstone-sandy mudstone and siltstone layer are used as the expanded anchoring section, and the length of the expanded anchoring section is not less than 2.5 meters.

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 2000mm, 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 2 a 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 mm. And informing the supervision and the owner of on-site personnel to recheck and check.

1.1.2 non-enlarged head drilling

Drilling by using a jumbolter:

(1) the diameter of the non-expanded head section rod body of the anchor rod is 250mm, 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 250 mm.

(2) And (3) adopting a rotary jet drill bit to perform low-pressure jet hole forming or adopting a drill bit matched with the designed aperture to perform drilling.

1.1.3 high pressure rotary jet reaming, or mechanical reaming.

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

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

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

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

1.1.4 Anchor rod fabrication, transportation and installation

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

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

1.1.5 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 slurry is used as a grouting material, the compressive strength is more than or equal to 30MPa, and the water-cement ratio is 0.5. The cement is preferably 42.5-grade ordinary portland cement. The variety and the mixing amount of the additive are determined by experiments.

(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.

(1) 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 mm; 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 4m, and the joint should adopt a double-thread square buckle quick joint;

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

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

3) Water-proof bolt

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

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

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

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

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

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

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

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

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

1.1.8 prestressed tension

Taking the bottom plate as a fulcrum for applying prestress

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

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

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

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

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

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

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

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

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

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

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

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

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

1.1.9 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 relevant provisions in JGJ/T282 + 2012 of high-pressure jet expanded head anchor rod technical regulation.

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

Design 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 (JGJ256 one 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, and the normal coagulation and hardening of the cement cannot be influenced.

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

3.5 basic performance and use requirements of the anchorage device, the clamp and the connector are in accordance with the regulations of the existing national standard 'technical code for applying reinforcing steel bar anchorage plates' (JGJ256-2011) and 'anchorage device, clamp and connector for prestressed tendons' (GB/T14370-2015).

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

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

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

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

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

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

4, construction requirement and detection:

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

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

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

4.2, construction: 4.2.1 construction process: positioning → cement mortar, cement paste, concrete or fiber concrete preparation → jet grouting pile machine or drilling machine drills to the designed depth → high pressure jet grouting or mechanical reaming construction → hole cleaning → hole forming quality detection → lowering grid reinforced type reducing steel bar cage 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 is implemented and locking → anchor fittings are installed after the cushion layer is completed.

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 (11)

1. A kind of grid enhanced reducing reinforcement cage, its characteristic is, including a pack of vertical ribs, axial lever, a plurality of ribs and at least a spline of at least two groups of the same number, a pack of vertical ribs and a plurality of ribs of each group number are the same and surround the axial lever, the spline is fitted on axial lever or pile foundation pole, two splines loose the first end of the rib that the first group and second group surround the axial lever separately, the second end of the rib loose the fixed vertical rib, at least a spline slides, the spline is before sliding and after sliding and corresponding to the original state of the reducing reinforcement cage unit and second diameter state that is the expanded diameter after releasing separately; the grids are wound on the periphery of the vertical ribs of the reinforcement cage or/and are uniformly distributed in the vertical ribs of the reinforcement cage with a plurality of plane inclined plane grids; the folding and tightening grid net is in an unused and contracted state in a mode that the grid plane is horizontal, vertical or inclined, and is in an applied state when the reinforcement cage is opened after being completely released, the elastic device for enabling the spline to slide is a power spring or a push rod sleeved on the axial rod, and the release device for limiting the opening of the reinforcement cage is a restraint rope, a restraint sleeve, a restraint ring and a restraint stop pin and can restrain the opening of the vertical ribs.

2. The mesh-reinforced reducing reinforcement cage of claim 1, wherein the foldable grid mesh is fixed by ribs, vertical ribs or splines in the same state of a mesh plane in a horizontal plane, a vertical plane or an inclined plane; the horizontal plane or inclined plane grid mesh is uniformly distributed and fixed on the reinforcement cage framework; the vertical plane grid net is wrapped on the periphery of the reinforcement cage.

3. The mesh-reinforced reducing reinforcement cage of claim 1, wherein the mesh is made of steel wire or carbon fiber, various meshes, or cylinders of polymer material woven by fiber, or formed into any shape for fixing with steel material of vertical bars, ribs, splines, or even main reinforcement bars in the reinforcement cage, and the mesh is made of other flexible materials, and can be folded when the reinforcement cage is contracted, and can be unfolded when the reinforcement cage is released.

4. The mesh-reinforced reducing reinforcement cage of claim 1, wherein the steel wire cage is fixed on the reinforcement cage by welding, or by binding, riveting or sewing.

5. The mesh-reinforced reducing reinforcement cage of claim 1 or 2, wherein the cage-in-cage structure comprises two to five layers of reinforcement cages, and the reinforcement cages are respectively arranged on two to five layers of vertical ribs.

6. The mesh-reinforced reducing steel bar cage as claimed in any one of claims 1 to 4, wherein the release means for supporting the vertical bars is a coil spring fitted around the axial rod, the coil spring is one or two coil springs located on one or both sides of the sliding spline, and the coil spring is 5 to 100% of the length of the steel bar cage; the releasing device for opening the vertical ribs is a push rod, a spring piece, an elastic ring, an elastic ball, an elastic rod, a compression bag, a balance weight, a dead weight, vibration, a hydraulic rod, a pneumatic rod and high-pressure gas.

7. The mesh-reinforced reducer bar cage of any one of claims 1 to 4, wherein the vertical bars are straight or curved.

8. The mesh-reinforced reducer steel cage according to any one of claims 1 to 7, wherein the material includes but is not limited to: carbon fiber, basalt fiber, glass fiber, aramid fiber glass, glass fiber reinforced resin, geotextile, canvas, ultra-high molecular weight polyethylene fiber, boron ethylene, polytetrafluoroethylene, graphene, carbon element-related materials and composites thereof, macromolecules, high polymer materials, nanomaterials, steel, other metals, composite metals, metal materials and non-metal materials.

9. The mesh-reinforced reducing reinforcement cage of any one of claims 1 to 7, wherein the cage shape includes/is not limited to a cylinder, a polygonal (tangent to circle) cylinder, a truncated cone, a cone (including a cone and a polygonal cone), a trapezoidal cylinder, a sphere, a bamboo joint cylinder; the cross-sectional plane pattern may be circular (elliptical), fan-shaped, arcuate, circular, etc. Polygons (including triangles, trapezoids, parallelograms, rhombuses, rectangles, squares, rays, pentagons, hexagons), and the like; the solid shape can also be varied: cubic, cuboid, cylinder, round table, prism, prismatic table, cone, pyramid, honeycomb, melon-net shape, lattice structure.

10. An anchor rod of a grid reinforced reducing steel bar cage according to any one of claims 1 to 9, which comprises the grid reinforced reducing steel bar cage, an anchor rod member, a fixing structure at the upper end of the anchor rod member, and a steel bar connector; the anchor rod piece adopts bonded or unbonded finish rolling twisted steel, steel strands, a prestressed pull rod and fiber bars, 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 grid mesh type reducing reinforcement cage; the grid mesh type reducing reinforcement cage, the anchor rod piece, the anchoring piece and the poured solidification material are solidified; the solidification material comprises fiber concrete, super-fluid concrete, concrete and the like or the combination of crystals of cement mortar, fiber cement mortar, cement paste, fiber cement paste or other solidifiable materials, so that an expanded head anchor rod system taking the grid reinforced type reducing steel reinforcement cage anchor rod as a framework is formed; and tensioning and locking the anchor rod by taking the bottom plate as a fulcrum for applying prestress or taking the anchor rod pile top as a fulcrum for applying prestress to form the grid reinforced type reducing reinforcement cage prestress expansion head anchor rod system.

11. The anchor rod of claim 10, wherein the mesh-reinforced reducing steel cage is sleeved with a bag; the grid reinforced reducing reinforcing steel bar can also be provided with a sheath or a shield.

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