CN113279400A - Chain weft type reducing reinforcement cage and anchor rod - Google Patents

Abstract

A chain weft type reducing reinforcement cage comprises a group of vertical ribs, an axial rod, at least one group of a plurality of ribs with the same number and at least one spline, wherein the group of vertical ribs and the group of the plurality of ribs are the same in number and surround the axial rod; the periphery of the vertical rib is provided with a chain as a weft of the periphery of the reinforcement cage, and the chain and the vertical rib are provided with fixed points; elastic means for sliding the spline and means for restricting the reinforcement cage from opening are provided.

Description

Chain weft type reducing reinforcement cage and anchor rod

Technical Field

The invention relates to a chain weft type reducing 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 prior anchor rod application has various technologies, for example, CN2017103161244 a diameter-variable steel reinforcement cage for an anchor rod or a pile foundation and the application thereof disclose a diameter-variable steel reinforcement cage and the application of the anchor rod, which comprises an axial rod, two groups of a plurality of ribs with the same number, a first spline and a second spline, 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 steel reinforcement cage unit, the first spline of the diameter-variable steel 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 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 to slide, the second spline is respectively corresponding to the original state of the steel reinforcement cage unit before and after the slide and is in the second diameter state of expanding diameter after the second spline is released, 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. When reducing steel reinforcement cage generally has latitudinal direction reinforcement stirrup structure, must have elasticity when the release, too big elasticity can influence steel reinforcement cage's shrink, and the mechanism that enlarges the release after the shrink also requires very high, and the stirrup of the weft of ordinary wire rope formula needs the skilled worker to wind the weaving just can satisfy the requirement, and is more laborious.

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.

Disclosure of Invention

The invention aims to provide a chain weft type reducing steel reinforcement cage and an anchor rod, in particular to a reducing steel reinforcement cage and an anchor rod with the weft of the steel reinforcement cage as the chain weft. Through the good wholeness of the anchor rod body and the chain weft reducing reinforcement cage, the construction efficiency is high, the cost is low, 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 invention has the technical scheme that the chain weft type 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 periphery of the vertical rib is provided with a chain which is used as a weft of the periphery of the reinforcement cage, the chain can be in various forms, and the weft of the chain and the vertical rib are provided with fixed points; there are elastic means for sliding the splines and means for limiting the opening of the reinforcement cage (which opens the reinforcement cage after release).

The chain is folded and tightened in an unused contraction state, the whole chain is released, the steel reinforcement cage is in an application state when being opened, the elastic device enabling the spline to slide is a spring (in a compression or tension state and provides elastic force enabling the spline to slide and open the steel reinforcement cage) or a push rod sleeved on the axial rod, the device releasing device for limiting the opening of the steel reinforcement cage can be the simplest hoop rope (a restraining sleeve, a restraining ring, a restraining stop pin and the like) for restraining the opening of the vertical rib, the hoop rope is restrained by the restraining pin, and the restraining pin is opened to release the steel reinforcement cage. Other modes are very many, and only the outward expansion of the vertical rib is limited. The push rod (on the ground) props open or pushes the spline to slide.

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.

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 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 radical of erecting the muscle rib is greater than 3, because the chain can be perpendicular sharp connection and erects the muscle, then the perpendicular muscle of different figure can form the polygon cross-section of different limits number, and the cross-section of erecting the muscle if four is the rectangle, and 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 not so standard circularity of reaming, forms firm enlarged footing after solidifying with the solidification material. The vertical ribs are linear or curved.

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 chain can be continuously and spirally wound on the periphery of the vertical rib of the reinforcement cage, or a plurality of closed loop chains are uniformly distributed in the length direction of the vertical rib of the reinforcement cage, and the latter can also be a non-closed (discontinuous) chain structure.

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 chain weft type reducing reinforcement 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 invention relates to a chain type reducing steel reinforcement cage anchor rod, which comprises a chain type reducing steel reinforcement cage, an anchor rod piece, a fixing structure at the upper end of the anchor rod piece and a steel 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 chain type reducing steel bar cage; the chain type reducing steel 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, thereby forming the expansion head anchor rod system taking the chain type reducing steel reinforcement cage anchor rod as a framework. The chain type reducing steel bar cage can be sleeved with a bag. The chain type reducing steel bar cage can also be provided with a sheath or a shield. The chain is added with grid rods or grids and comprises a net sheet and a net cylinder, and the chain adopts rod type chain links or plate type chain links.

Chain weft formula reducing steel reinforcement cage and stock, each part material include 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 composites thereof, macromolecules, high polymer materials, nano materials, steel, other metals, composite metals, metal materials, non-metal materials and the like.

The shapes of the chain weft-type reducing reinforcement cage include/are not limited to a cylinder, a polyhedron (a tangent line in a circle) 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 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.

Has the advantages that: the invention provides a chain type reducing reinforcement cage, wherein a stirrup structure of the reducing reinforcement cage is inevitably elastic during release, can influence the expansion and release of the reinforcement cage, has a weft-wise uniform stress structure, and uniformly stresses weft, and an anchoring section which is properly attached to the other end (bottom end or far end) of an anchor rod and penetrates into a stratum refers to an area where a prestressed tendon 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 action 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 linkage rod and the lower linkage rod are mainly made of steel and can also be made of other rigid materials) is provided, the cost is low, 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. The weft chain which is parallelly or continuously wound on the warp (vertical rib) of the reinforcement cage can be welded and fixed on the vertical rib (the contact position of the warp and the weft chain of the reinforcement cage is basically provided with a welding point), the contraction of the reinforcement cage is not influenced, the weft chain can be folded when the reinforcement cage contracts and can be orderly folded, the reinforcement cage with better integrity can be formed after the reinforcement cage is released, the processing efficiency of the welding and fixing point of the warp and the weft chain of the reinforcement cage (after current transient welding) is high, and the re-contraction and re-release of the reinforcement cage are not influenced when the fixing point exists.

Drawings

FIGS. 1 and 3 are schematic views of two spiral chain reinforcement cage (single-layer) structures according to the present invention in a contracted state;

fig. 2 and 4 are schematic diagrams of two kinds of multi-channel circular chain type reinforcement cages of the invention in a contraction state;

FIG. 5 and FIG. 7 are schematic views showing the single-layer structure of the two spiral-type chain reinforcement cages according to the present invention in an unfolded state;

fig. 6 and 8 are schematic diagrams of two kinds of multi-channel circular chain type reinforcement cages of the invention in an unfolded state;

fig. 9 and 10 are schematic views of two double-chain reinforcement cage in an unfolded state;

FIG. 11 is a schematic view of a chain plate fully-arranged chain cage in an expanded state;

FIG. 12 is a schematic view of a cage with multiple tracks and two chains arranged in parallel;

FIGS. 13 and 15 are schematic views of two spiral chain-type cages according to the present invention in an expanded state;

FIGS. 14 and 16 are schematic views of two kinds of multi-channel circular chain type cage-in-cage reinforcement cages according to the invention in an unfolded state;

FIGS. 17 and 18 are schematic views of two double-chain cage with a reinforcement cage in an expanded state;

fig. 19-26 are schematic views showing the expanded state of the reinforcement cage (two-layer) in the 8-pattern chain cage, where the outer cage or the central cage (inner cage) may be a spiral continuous reinforcement cage or may be formed by multiple steel ring hoops or circular ring chains; the three or more layers of reinforcement cages are similar to the attached drawings;

FIG. 27 is a structural view (in a contracted state) of a spline type variable diameter reinforcement cage framework of the flat steel pin perforation activating mechanism of the present invention;

FIG. 28 is a structural view (released state) of a flat steel pin perforation activating mechanism type diameter-variable reinforcement cage framework of the present invention;

fig. 29 is a schematic view of a pin (shaft) connection structure of the adjustable ribs and the vertical ribs of the present invention, both the adjustable ribs and the vertical ribs can be the flat steel bars of fig. 27, and the pin shaft seat is just a shaft hole;

FIGS. 30-33 are schematic cross-sectional views of four-section (chain) reinforcement cage according to the present invention; FIG. 31 and FIG. 33 with mesh;

FIGS. 34-37 are schematic cross-sectional views of four cage-in-cage reinforcement cages according to the present invention;

FIGS. 38-41 are schematic cross-sectional views of four cage-in-cage reinforcement cages according to the present invention, wherein the central cage may be a spiral continuous reinforcement cage or a plurality of steel ring hoops;

FIG. 42 is a schematic view of a spline configuration; the annular periphery is provided with a shaft seat installed by ribs;

FIG. 43 is a schematic view of a spline-ribbed structure;

FIG. 44 is a schematic view of a spline ribbed plus mesh sheet construction;

FIGS. 45, 46, 47 and 48 are schematic structural views of four meshes (cages) respectively;

FIGS. 49 and 53 are schematic views showing the single-layer structure of two spiral-type chain reinforcement cages of the long power spring according to the present invention;

FIGS. 50 and 54 are schematic views of two kinds of multi-track round-link chain type cages of the long power spring according to the present invention in the expanded state;

FIGS. 51 and 55 are schematic views showing the expanded states of the middle cages of two spiral chain cages of the long power spring of the present invention, wherein both the central cage and the outer cage can be spiral continuous stirrup cages; or a plurality of steel ring hoops;

fig. 52 and 56 are schematic diagrams of two expanded states of the middle cage of the multi-channel circular chain type cage of the long power spring of the invention, wherein the central cage and the outer cage are hooped cages of the multi-channel circular chain or multi-channel steel ring hoops; or a spiral continuous stirrup cage;

FIGS. 57 and 58 are schematic views of two double-chain cage with long power springs in an expanded state, wherein the two double-chain cage can be fully covered with chains;

FIGS. 59 and 60 are schematic views showing the expanded state of the cage in the two double-chain type cages of the long power spring;

fig. 61 and 65 are schematic diagrams of two spiral chain single-layer reinforcement cages driven by upper and lower double power springs according to the present invention;

fig. 62 and 66 are schematic diagrams of two kinds of multi-channel circular chain type cages driven by upper and lower double-power springs according to the invention in an unfolded state;

FIGS. 63 and 67 are schematic views showing the expanded states of the middle cages of two spiral chain cages driven by upper and lower dual-power springs according to the present invention, wherein the central cage and the outer cage can be spiral continuous stirrup cages or can be formed by a plurality of steel ring hoops;

fig. 64 and 68 are schematic diagrams of the expanded states of two multi-channel chain type cage middle cages driven by upper and lower double power springs, wherein the central cage can also be a spiral continuous stirrup cage or a plurality of steel ring hoops;

FIGS. 69 and 70 are schematic views showing two double-chain cage-type cages that are driven by upper and lower dual-power springs and are in an expanded state, wherein the two double-chain cage-type cages can be fully arranged;

FIGS. 71 and 72 are schematic views of two double-chain cage middle cages driven by upper and lower double-power springs in an expanded state;

fig. 73 and 77 are schematic diagrams of the single-layer structure of two spiral chain reinforcement cages of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage in the unfolded state;

fig. 74 and 78 are schematic diagrams of two kinds of multi-channel ring chain type cage unfolding states of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage;

fig. 75 and 79 are schematic diagrams of the expanded states of two spiral chain cages of the steel reinforcement cage with variable diameter of the mechanism for perforating and activating the flat steel pin, wherein the central cage can be a spiral continuous stirrup cage or a plurality of steel ring hoops;

fig. 76 and 80 are schematic diagrams of two kinds of expanded states of the multi-channel ring chain type cage of the steel reinforcement cage with variable diameter of the flat steel pin perforation and activating mechanism of the invention, wherein the central cage can be a spiral continuous type stirrup cage or a plurality of steel ring hoops;

fig. 81 and 82 are schematic diagrams of two double-chain type cages of the flat steel pin perforation adjustable mechanism type variable-diameter steel reinforcement cage in an unfolded state, wherein the chains can be fully distributed;

fig. 83 and 84 are schematic diagrams of two double-chain-type cage middle cage unfolding states of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage;

fig. 85 and 89 are schematic views of two spiral chain square reinforcement cage single-layer structures in an unfolded state;

FIGS. 86 and 90 are schematic views of two multi-pass circular chain type square cages in an unfolded state;

FIGS. 87 and 91 are schematic views of two spiral chain type square cages with a central cage in an expanded state, wherein the central cage can be a spiral continuous stirrup cage or a plurality of steel ring hoops;

FIGS. 88 and 92 are schematic views of two expanded states of a multi-channel circular chain type square cage, wherein the central cage can be a spiral continuous stirrup cage or a plurality of steel ring hoops;

FIGS. 93 and 94 are schematic views showing two double-chain type square cages in an expanded state, wherein the chains can be fully distributed;

FIGS. 95 and 96 are schematic views of two double-chain square cages in the expanded state;

fig. 97 and 101 are schematic diagrams of two single-layer structures of the spiral chain square reinforcement cage of the long power spring in an unfolded state;

FIGS. 98 and 102 are schematic diagrams of two kinds of expanded states of a multi-pass round-link chain type square cage of a long power spring;

fig. 99 and 103 are schematic diagrams of the expanded states of two spiral chain type square cages of a long power spring, wherein the central cage can be a spiral continuous stirrup cage or a plurality of steel ring hoops;

fig. 100 and 104 are schematic diagrams of two kinds of expanded states of a multi-channel round-link chain type square cage middle cage of the long power spring, wherein the central cage can be a spiral continuous type stirrup cage or a plurality of steel ring hoops;

FIGS. 105 and 106 are schematic views showing two double-chain type square cages of long power springs in an expanded state, wherein the chains can be fully arranged;

FIGS. 107 and 108 are schematic views showing the expanded states of two double-chain-type square cages with long power springs;

fig. 109 and 113 are schematic diagrams of single-layer structures of two spiral chain square reinforcement cages driven by upper and lower double power springs;

fig. 110 and 114 are schematic diagrams of two kinds of multi-channel round-link chain type square cages driven by upper and lower double power springs in an unfolded state;

fig. 111 and 115 are schematic diagrams of the expanded states of two spiral chain type square cages driven by upper and lower dual-power springs, wherein the central cage can be a spiral continuous stirrup cage or a plurality of steel ring hoops;

fig. 112 and 116 are schematic diagrams of two kinds of expanded states of a multi-channel circular chain type square cage middle cage driven by an upper and a lower double-power spring, wherein the central cage can be a spiral continuous stirrup cage or a plurality of steel ring hoops;

fig. 117 and 118 are schematic diagrams of two double-chain type square cages driven by upper and lower double-power springs in an unfolded state, wherein the chains can be fully distributed (chain plate type chains);

FIG. 119 and FIG. 120 are schematic diagrams of two double-chain type square cages with expanded state driven by upper and lower double power springs;

fig. 121 and 125 are schematic views of the unfolded states of two single-layer structures of the spiral-type chain square reinforcement cage of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage;

fig. 122 and 126 are schematic diagrams of two kinds of expanded states of a multi-channel round-link chain type square cage of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage;

fig. 123 and 127 are schematic diagrams of two spiral chain type square cage middle cage unfolding states of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage, wherein the central cage and the outer cage can be spiral continuous stirrup cages or a plurality of steel ring hoops;

fig. 124 and 128 are schematic diagrams of two kinds of expanded states of the middle cage of the multi-channel round-link chain type square cage of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage, wherein the central cage can be a spiral continuous type stirrup cage or a plurality of steel ring hoops;

fig. 129 and 130 are schematic views of two double-chain type square cages of the steel reinforcement cage with variable diameter and with a flat steel pin perforation and adjustable mechanism, wherein the two double-chain type square cages are in an unfolded state, and the chains can be fully distributed;

fig. 131 and 132 are schematic diagrams of two double-chain type square cages of the flat steel pin perforation adjustable mechanism type variable-diameter reinforcement cage in the expanded state;

FIGS. 133-136 are cross-sectional views of four reinforcement cages according to the present invention;

FIGS. 137-140 are schematic cross-sectional views of a steel reinforcement cage with four square cages according to the present invention;

FIGS. 141-144 are schematic cross-sectional views of four square cages of the invention, wherein the central cage can be a spiral continuous stirrup cage or a plurality of steel ring hoops; both fig. 142 and 144 have mesh holding;

fig. 145 and 147 are two schematic diagrams of the expanded state of the variable-diameter steel reinforcement cage with the integrated upper and lower double chains, and the cross section of the steel reinforcement cage can be circular or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 146 and 148 are schematic views of two expanded states of the variable-diameter steel reinforcement cage with the integrated multi-chain penetrating through, and the cross section of the steel reinforcement cage can be circular or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 149 and 151 are two schematic views of the expanded state of the variable-diameter reinforcement cage with a plurality of integrated upper and lower double chains and a mesh cage between the chain shafts, and the cross section of the reinforcement cage can be circular or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 150 and 152 are schematic views showing the expanded state of the variable-diameter reinforcement cage with the through integrated multi-chain and the mesh cage between the chain shafts, and the cross section of the reinforcement cage can be circular or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 153 and 154 are schematic views showing the expanded state of the chain variable-diameter reinforcement cage with link plates, and the cross section of the reinforcement cage may be circular, square or polygonal. Can be a single-layer cage or a cage-in-cage;

fig. 155 is a schematic view showing the expanded state of a cage with a variable diameter having a chain with a clip (buckle) or bar chain as a link shaft, the cage having a cross-sectional shape of either a circle or a polygon. Can be a single-layer cage or a cage-in-cage;

fig. 156 is a schematic view showing the expanded state of the diameter-variable cage with the chain having the clip (buckle), i.e., the bar chain, as the link shaft and the mesh cage between the link shafts, wherein the cross-sectional shape of the cage may be circular or polygonal. 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. 157-160 are schematic structural views of four chained variable-diameter steel reinforcement cages with protective covers (plastic or metal covers wrap the steel reinforcement cages and can be opened flexibly);

fig. 161-164 are schematic views of four types of chain-type variable-diameter steel reinforcement cage enlarged footing anchor rods, in which fibers may be added into the grouting material;

fig. 165-168 are schematic views of four types of chain-type variable-diameter steel reinforcement cage expansion head anchor rods with bags, wherein fibers can be added into grouting materials;

FIG. 169-FIG. 172 are schematic views of four chain-type cage-in-cage variable-diameter reinforcement cage enlarged footing anchor rods, in which fibers may be added to the grouting material;

173-176 are schematic views of four chain-type cage-in-cage variable-diameter reinforcement cage enlarged head anchor rods with bags, wherein fibers can be added into the grouting material;

FIG. 177 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 vertical rib(s) 2, the rib 3, the pin shaft bracket 3-1, the spline (a ring-shaped fixed connector, generally two columns which can ensure the reinforcement cage) 5, the chain 6, the connection (welding) point 7 of the chain and the vertical rib 2, the release mechanism (restraint rope) 1, the net 9, the cage 9-1, the limiter 10, the shield 11, the restraint pin 12, the chassis, the bearing plate 8 and the rib 3 can be flat rods; a pin shaft bracket 3-1 and a pin shaft arranged on the pin shaft bracket.

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. 10-1 is a limiting device on the main reinforcing steel bar.

The chain is not limited to the chain in the industry, and the chain in 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 chain 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. The chain is mainly used for transmitting power. A chain for conveying material. The chain meshing and conveying are most applied, the types of chains are various, but the basic structures of the chains are only the following ones, and the others are all the variants of the chains. From the above chain structures, most of the chains are composed of chain plates, chain pins, shaft sleeves and other parts. Other types of chains only change the chain plates 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 chain products, the varieties are divided according to the materials used by the chain elements, the form of the chain accessories and the hinge structure. 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. The chains of the same type are divided into different specifications according to the pitch, the number of rows, the width of the chains and the ultimate tensile load. The existing common chain sizes of 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 chain of the invention can be simplified into a basic chain unit consisting of chain plates and shafts, and the basic chain unit is continuous (closed loop or not): the chain plates can rotate around the shaft, can be rod-shaped (the end connecting shaft can be flat and is convenient for drilling a shaft hole for installing a shaft), and the rod-shaped chain plates (rods) are not eliminated, and the connection of the chain plates (rods) and the chain plates (rods) can be formed by mutual closed loops. The (steel) iron chain is most commonly used, and other materials are not excluded. The beneficial effect during iron chain 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 of chains with the mode of resistance welding in the contact department of chain and iron vertical bar, then contact resistance department leads the heat to reach the welding point because of the heavy current, shaft-like, slice link joint all can use, especially need to adopt iron resistance welding, form the welding point with the periphery of chain and vertical bar when the steel reinforcement cage opens, then form the steel reinforcement cage that a fixed tension is good, and recompression power spring shrink steel reinforcement cage after the welded fastening shaping, because of the chain can not have elastic shrink (can transfer drilling under the prerequisite of minor diameter, the enlarged footing reachs the expanded footing and releases again, make power spring promote the spline release enlarged footing).

Peripheral chains are inelastic, chain links can be folded when the chains contract, power springs sleeved on the axial rods are adopted, the springs are in a compressed or extended stress state, a ring-shaped flexible fixer, namely a spline is locked or a stop (or a vertical rib is fixed), and after the locking or the stop (a restraint rope is released) is opened, the spring stress drives the spline (the ring-shaped connecting fixer) to slide on the axial rods to drive a sliding rib strip and the vertical rib to extend, so that the vertical rib is 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/or five layers (a cage in a 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 specific 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 chain is shortest when the two vertical bar fixing welding points are in a straight line, so the polygonal section is the 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 cage structure in the cage has two or more layers of vertical ribs: when two-layer perpendicular muscle, two groups of ribs are long rib and short rib respectively, and two groups of ribs connect a set of perpendicular muscle respectively, and perpendicular muscle is all wrapped up in the chain outward and is formed two-layer cage to the steel reinforcement cage structure of five layers of cages.

The periphery of the vertical rib of the reducing steel bar cage is provided with a chain which can be in a spiral (polygonal) shape. The chain is tightened in the unused state (for putting into the borehole) and the ends of the stirrups are provided with release means. In a tightened and elastically constrained unused state, the diameter of the chain is changed after the chain is released, and the diameter of the chain is expanded to an original loose state of the chain, namely, after the chain with a smaller diameter is released to an expansion body end of an anchor rod or a pile foundation, the diameter of the chain is expanded to a design requirement (if the diameter of the chain is expanded from less than 200mm to 400mm or more in a typical section, the structure of a multi-layer 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 of chains at 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 flexible chain has no elasticity, and the main steel bar (axial rod) is sleeved with a power spring opening spline, an opening rib and a vertical rib releasing device. 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 constraint rope are provided with safety pins sleeved by steel sleeves, the safety pins are parts of a release mechanism of the chain reinforcement cage and are used for constraint release of the reinforcement cage in a tightened state, and the power spring can drive the spline after the reinforcement cage is just released by pulling the bolt; 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，mm-calculating the circumference of the sectionThe effective pre-stress of the concrete in two directions along the length is weighted according to the length, and the value is preferably controlled to be 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: length of single anchor rod 15_mThe expanded anchoring section is buried in a strongly weathered argillaceous siltstone-sandy mudstone and siltstone layer and is controlled to enter the layer by 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.

(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 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 mode, 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.

The detection result of the diameter of the expanded head is specifically detected according to the regulation of related provisions in JGJ/T282 + 2012, high-pressure jet expanded head anchor rod technical regulation; 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)

(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, 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 quality detection → lowering chain type variable diameter 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 and locking are implemented → 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 to the reinforcing steel bars and the sleeve of the rod body is 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 chain weft type reducing reinforcement cage is characterized by comprising a group of vertical ribs, an axial rod, at least one group of a plurality of ribs with the same number and at least one spline, wherein the group of vertical ribs and the group of the plurality of ribs have the same number and surround the axial rod; the periphery of the vertical rib is provided with a chain as a weft of the periphery of the reinforcement cage, and the chain and the vertical rib are provided with fixed points; elastic means for sliding the spline and means for restricting the reinforcement cage from opening are provided.

2. The weft-type reducer reinforcement cage of claim 1, wherein the fixing points of the chain and the vertical bars are welding points, and the chain and the vertical bars can be bound or fixed by penetrating the chain holes, the chain is not folded and tightened, the chain is completely unfolded and is applied when the reinforcement cage is opened, the elastic device for sliding the spline is a power spring or a push rod sleeved on the axial rod, and the device for limiting the opening of the reinforcement cage is a restraining rope, a restraining sleeve, a restraining ring and a restraining stop pin, and can restrain the vertical bars from opening.

3. The chain weft type reducing reinforcement cage according to claim 1 or 2, wherein N sets of a plurality of ribs with the same number are connected with at least N splines: one end of each group of ribs is movably connected with the position with the same height of the vertical rib, and 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; forming a reinforcement cage with vertical ribs parallel to the axial rods; the chain adopts a rod type chain link or a plate type chain link; more than 2 splines are uniformly distributed on the shaft, at least one spline slides on the axial rod, and a stop gear for limiting the sliding distance of the spline is arranged; the vertical rib release device of the push rod opening rib is a spring device, namely a power spring, which is used for opening the spline and sleeved on the axial rod, and at least one sliding spline is opened, wherein N is larger than 2.

4. The chain type tapered steel bar cage of claim 1, wherein the rod body of the axial rod which is the anchor rod is a main steel bar or a sleeve is arranged on the main steel bar; at least one spline slides on axial rod or pile foundation pole, and the slip spline is equipped with positioner on axial rod or pile foundation pole, and the gliding position of injecing is normally opened the position to the steel reinforcement cage promptly.

5. The chain weft type diameter-variable reinforcement cage according to claim 1, 2 or 4, wherein the release device for opening the vertical ribs is a coil spring sleeved on the axial rod, one or two coil springs are positioned on one side or two sides of the sliding spline, and the length of the coil spring is 5-100% of the length of the reinforcement cage; or the opening mode is one of the following structures: spring leaf, elastic ring, bounce ball, elastic rod, compression bag, counter weight, dead weight, vibration, hydraulic stem, atmospheric pressure pole.

6. The chain weft type reducing reinforcement cage according to claim 1, 2 or 4, wherein the manner of loose connection of the ribs and the vertical ribs is as follows: the spline connects the ribs to the vertical ribs through a pin shaft and a pin shaft bracket respectively; the number of the vertical rib bars is more than 3, so that the vertical ribs with different numbers can form polygonal sections with different numbers of sides; the cage structure in the cage is provided with two or more layers of vertical ribs.

7. The chain weft type tapered reinforcement cage according to claim 1, 2 or 4, wherein the vertical ribs are linear or curved; the chain is continuously and spirally wound on the periphery of the vertical rib of the reinforcement cage, or a plurality of closed or non-closed loop chains are uniformly distributed in the length direction of the vertical rib of the reinforcement cage; the vertical bars are made of flat steel.

8. The chain weft type reducing reinforcement cage according to claim 1, 2 or 4, wherein the reinforcement cage shape includes/is not limited to a cylinder, a polyhedron (tangent line inside circle) cylinder, a truncated cone, a cone (including a cone and a polygonal cone), a trapezoid 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.

9. The chain weft type reducer rebar cage of claim 1, 2 or 4, wherein the materials include but are not limited to: carbon fiber, basalt fiber, glass fiber, aramid fiber, glass fiber reinforced resin, geotextile, canvas, ultra-high molecular weight polyethylene fiber, boron alkene, polytetrafluoroethylene, graphene, carbon element related materials and composites thereof, macromolecules, high polymer materials, nano materials, steel, other metals, composite metals, metal materials and non-metal materials.

10. An anchor rod of the weft-type steel reinforcement cage according to any one of claims 1 to 9, comprising a chain type steel reinforcement 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 chain weft type reducing reinforcement cage; the chain weft 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 expansion head anchor rod system taking the chain weft-line 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 chain weft type reducing reinforcement cage prestress expanding head anchor rod system.

11. The anchor rod of claim 10, wherein the chain weft type reducing steel bar cage is sleeved with a bag; the chain type reducing reinforcement cage is also provided with a sheath or a shield.

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