CN212153367U

CN212153367U - Sleeve type variable-diameter steel reinforcement cage and expanded anchor rod pile

Info

Publication number: CN212153367U
Application number: CN201922470139.3U
Authority: CN
Inventors: 王林; 陶刚; 王军
Original assignee: Jiangsu Green River Environmental Technology Co ltd
Current assignee: Jiangsu Green River Environmental Technology Co ltd
Priority date: 2019-12-31
Filing date: 2019-12-31
Publication date: 2020-12-15
Anticipated expiration: 2029-12-31

Abstract

A sleeve type variable-diameter reinforcement cage and an expanded anchor rod pile comprise an axial rod, namely a main rib, a plurality of vertical ribs, an outer sleeve, a grouting pipe, two groups of a plurality of movable connecting ribs, a first ring-shaped fixer and a second ring-shaped fixer, wherein the number of the movable connecting ribs is the same as that of the vertical ribs, the outer sleeve is sleeved on the axial rod, the vertical ribs surround the axial rod, the first group of the movable connecting ribs are respectively connected with the upper ends of the vertical ribs and a plurality of fixed joints on the circumference of the first ring-shaped fixer, the second group of the movable connecting ribs are respectively connected with the lower ends of the vertical ribs and a plurality of fixed joints on the circumference of the second ring-shaped fixer, a pressure-bearing bottom plate is fixed with the axial rod at the lower end of the axial rod, and at least the first; the grouting pipe is fixed with the first ring-shaped fixer or a certain vertical rib; the outer sleeve is sunk under the action of force of the grouting pipe, and the vertical bars of the reinforcement cage are opened.

Description

Sleeve type variable-diameter steel reinforcement cage and expanded anchor rod pile

Technical Field

The utility model relates to a reducing steel reinforcement cage and be used for structure of stock or stake, especially reducing steel reinforcement cage expansion stock and bearing pile for building basement anti-floating foundation pit support, side slope support to and the technical category of stake such as reinforcement, resistance to compression.

Background

The expanded head anchor rod technology which is proposed by the applicant and the inventor firstly is a novel underground engineering application technology, and accords with the spirit of energy conservation, emission reduction and green development advocated by the state. Compared with the common traditional process, the method is more economic and environment-friendly in the aspects of solving the problems of basement anti-floating, foundation pit supporting and the like; meanwhile, the method has great advantages in the aspects of cost, construction period, durability and the like. Along with the popularization of the expanded anchor rod technology, more and more projects adopt the expanded anchor rod technology to carry out basement anti-floating, foundation pit supporting and the like. Meanwhile, a large number of engineering practices show that the bearing tension of the anchor rod is far greater than that of a common anchor rod, and the deformation displacement of the common anchor rod is larger, so that the requirement on displacement control is higher than that of a traditional pile foundation, and how to better control the deformation of the anchor rod is an important direction for improving the expanded anchor rod technology. As is well known in the industry, anchor rod deformation comprises elastic deformation of a free section of a rod body and creep deformation of a soil body of an anchoring section of an enlarged head, corresponding products and construction methods are needed, and the anchor rod deformation also relates to a pressure-bearing type straight-through or variable-diameter reinforcement cage expanded body anchor rod construction method.

The expanded head anti-floating anchor rod solves the problems existing in the deformation method at the present stage, and a large number of engineering practices show that the deformation of the straight-through or expanded head anchor rod is larger than that of the traditional pile foundation, so how to better control the deformation of the anchor rod is an important direction for improving the expanded body anchor rod technology.

The plastic deformation and the residual deformation of the pressed soil body of the anchor rod expansion body section are related to the end pressure born by the expansion body section and the property of the soil layer where the expansion body section is located, and are unrelated to the number of the steel bars adopted by the rod body.

The elastic deformation of the free section of the anchor rod body is controlled, and the elastic deformation of the rod body, namely the elastic deformation of the reinforcing steel bar, is mainly controlled by the sectional area of the reinforcing steel bar of the rod body, the elastic modulus of the reinforcing steel bar and the length of the rod body. Through a test anchor test, under the action of ultimate withdrawal resistance, the maximum deformation of the anchor rod is 81.6mm, the residual deformation is about 31.3mm, and the actual elastic deformation is 50.3 mm. Therefore, the elastic deformation of the anchor rod accounts for more than 50% of the maximum deformation of the anchor rod of the enlarged head.

For the deformation control of the expanded head anti-floating anchor rod, the main method at the present stage is to apply the post-tensioning method to solve the elastic deformation of the free section of the anchor rod, and the concrete implementation steps are that after the main structure bottom plate is poured, a groove is formed in the bottom plate, the bottom plate is used as an application fulcrum, and after the application is completed, the groove is poured later to complete the locking of the anchor rod. The deformation control method has the main defects that the deformation control method can be applied after the construction of the base plate is completed and the design strength is reached, so the construction period is greatly delayed, meanwhile, the base plate of the main body structure needs to be grooved, the main body structure is damaged in different degrees, the basement waterproofing is adversely affected, the requirement on foundation pit dewatering is longer, and the relative cost is increased more. The method for controlling the deformation of the free section of the pressure-bearing straight-through or variable-diameter steel reinforcement cage expansion anchor rod is not solved.

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

C of the present applicant's applicationN2017208194362, a device for overcoming construction deformation of an anti-floating tensile anchor rod, which uses an anchor rod of a steel reinforcement cage with variable diameter, and is a rod system structure for reinforcing rock and soil mass. The defect that the tensile capacity of a rock-soil body is far lower than the compressive capacity is overcome through the longitudinal tension action of the anchor rod body. From the mechanical point of view, the cohesive force C and the internal friction angle of the surrounding rock mass are mainly improved

The anchor rod is actually positioned in the rock-soil body and forms a new compound body with the rock-soil body. The anchor rod in the complex is the key to solve the problem of low tensile capacity of the surrounding rock mass. Thereby greatly enhancing the bearing capacity of the rock-soil body. The anchor rod is the most basic component of roadway support in the contemporary underground mining mine, and binds the surrounding rocks of the roadway together to enable the surrounding rocks to support themselves; the anchor rod is not only used in mines, but also used in the building engineering technology to actively reinforce basements, side slopes, tunnels, dam bodies and the like.

The basic model of the anchor rod is as follows: steel bar or wire rope mortar anchor rod. Cement mortar is used as the binder of the anchor rod and the surrounding rock. The anchor rod also comprises an inverted wedge type metal anchor rod. Tube seam type anchor rod. A resin anchor rod. The resin is used as the binder of the anchor rod, so the cost is higher. The Xinxing field of the university of Western-An science and technology invents a novel spiral anchor rod → a self-rotating anchor rod. Spin bolts include the following categories: self-tapping extrusion screw-in anchor rod → direct extrusion screw-in installation anchoring force of 20KN/m without drilling in the soil layer; self-spinning grouting anchor rod → after the installation in the drill hole, the self-spinning grouting anchor rod is used for grouting to form the self-spinning grouting anchor rod with initial anchoring force; spin resin anchor → spin anchor stirs resin cartridge into the resin anchor with initial anchoring force while installing in the borehole; self-drilling self-anchoring anchor rod → a drill rod is put in the hollow of the self-rotating anchor rod to complete the installation of the drill hole at one time, and the self-drilling anchor rod with initial anchoring force is obtained; self-rotating guniting anchor rod → drilling and installing anchor injection while guniting in the soil layer to finish the anchoring force of 35KN/m at one time; the commonly used expanded anchor rod technology in the market at present comprises plain slurry, capsule type expanded anchor rod technology and the like. The inventor has limited the structure of the reducing steel bar cage, but a special structure is required for releasing the steel bar cage to enlarge the reducing diameter, and the reducing diameter is required to be released stably and reliably because the reducing diameter is in an underground drill hole.

CN201710363883 is a construction method for overcoming deformation of an anti-floating fixed-diameter anchor head or an expanded head anchor rod system, which is previously applied by the applicant, when a drill hole is drilled to a designed depth, high-pressure jet grouting construction or mechanical reaming construction can be carried out, a pull rod of an anchor rod and the fixed-diameter anchor head or the expanded head are put down, an expanding mechanism expands the expanded head to a designed size after the expanded head is in place, and then high-pressure grouting or pouring concrete forms a pile in the expanded section and the whole free section; the tie rod in the anchor rod adopts a threaded steel bar which can be applied; binding the spiral stirrups and the foundation slab steel bars on the substrate, and avoiding collision of the steel bars in the binding process; and finally, the formwork is erected to pour the foundation concrete foundation slab. The engineering practice shows that: the displacement of the pressure-bearing type variable-diameter steel reinforcement cage expansion anchor rod consists of two parts of elastic deformation of a rod body and sliding (plastic deformation) of an expansion body section. The anchor rod has not been invented yet.

However, the above structure of the inventor still has room for simplification and improvement, so that a sleeve type variable-diameter steel reinforcement cage with a simple structure and an enlarged head anchor rod pile prepared by the same are worthy of being provided.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing a bushing type variable diameter steel reinforcement cage and enlarged footing stock pile who prepares from this, can be applied to the occasion of various anti-floating tensile by more concise structure, including stock member main part, utilize anchor head or pile head that direct or especially enlarged footing variable diameter steel reinforcement cage constitutes to make up together and form bushing type variable diameter steel reinforcement cage enlarged footing stock pile, overcome anti-floating deformation, body of rod free section elastic deformation. The steel reinforcement cage of the sleeve type variable-diameter steel reinforcement cage enlarged footing anchor rod pile and the release structure for enlarging the reducing diameter are adopted, so that the reducing steel reinforcement cage works, the sleeve type variable-diameter steel reinforcement cage enlarged footing anchor rod pile can be applied to all expanded anchor rod technologies, and the defects of poor anchoring bearing capacity and poor integrity of the plain grout enlarged footing are overcome.

The technical scheme of the utility model is, bushing type variable diameter steel reinforcement cage, including the axial pole 5 that is main muscle, a plurality of vertical bars 1, outer tube 4, slip casting 9, with vertical bar number the same a plurality of swing joint rib 3 of the same number of two groups of, first circlewise fixer 2 and second circlewise fixer, outer tube 4 overlaps on the axial pole, a plurality of vertical bars encircle the axial pole, a plurality of swing joint rib 6 of first group connect a plurality of vertical bars 1 upper end and a plurality of fixed joint of first circlewise fixer circumference respectively, a plurality of swing joint rib 6 of second group connect a plurality of vertical bars 1 lower extreme and a plurality of fixed joint of second circlewise fixer circumference respectively, pressure-bearing bottom plate 7 is fixed with the axial pole at the axial pole lower extreme, at least first circlewise fixer is fixed with outer tube 4; the grouting pipe 9 is fixed with the first ring-shaped fixer or a certain vertical rib; the outer sleeve pipe sinks under the stress of the grouting pipe 9, and then the vertical bars of the reinforcement cage are opened.

The improvement of the application is that the stirrups 10 are uniformly distributed on the outer sides of the vertical ribs 1 for a plurality of circles, and the guide caps 8 are fixed at the lower end of the pressure-bearing bottom plate; the guide cap 8 is fixed at the lower end of the pressure-bearing bottom plate in a mode that at least three guide cap fixing screw rods 11 are arranged, the guide cap fixing screw rods 11 are long screw rods and are parallel to the main ribs 5, and the long screw rods penetrate through the guide cap at the position of an opening at the bottom of the guide cap 8 and are in threaded connection with the pressure-bearing bottom plate 7 at the upper part of the guide cap. The grouting pipe 9 is a rigid rod or is additionally provided with a rigid rod so that the outer sleeve can slide to open the reinforcement cage.

Furthermore, stirrups (which can be steel ropes or elastic steel bars) which are movably connected are arranged on the peripheries of a plurality of vertical bars of the expanded head steel reinforcement cage; when the elastic reinforcing steel bar is used, the variable-diameter reinforcing cage can be released by adopting a mode of releasing the elastic stirrup, and the axial rod, namely the main reinforcing steel bar and the reinforcing steel bar reinforcing material are wrapped and coagulated by concrete or cement mortar, cement paste or other curable materials. The periphery of the variable-diameter steel reinforcement cage is wrapped by the bag.

The enlarged footing reinforcement cage is a reducing reinforcement cage. The sleeve type variable-diameter steel bar, the anchor rod piece and the anchoring piece are combined with concrete, cement mortar or cement paste crystals to form a sleeve type variable-diameter steel bar cage expanded head anchor rod pile framework system; the sleeve type variable-diameter reinforcement cage is wrapped by concrete or cement mortar, cement paste or other curable materials after being opened and is coagulated into an expanded anchor rod pile.

The periphery of the vertical rib is provided with a stirrup, the stirrup and the vertical rib or the axial rod are provided with fixed points, and the stirrup is in a rope shape; the axial rod is provided with an axial spring and is limited by a limiter or a limiting lath; the stirrup is in an unused state when being tightened, and the end part of the stirrup is provided with a release device; the stirrup may also be in the form of a helical spring. The material of the spiral stirrup: glass fiber, aramid fiber, carbon fiber, graphene, carbon element-related materials, composite materials thereof and the like. The loose mechanism, the stirrup, the axial rod sleeve and the bearing plate for constraint release are basic components of the reducing steel reinforcement cage.

The main reinforcement of the axial rod can be finish-rolled thread steel bars, the reducing reinforcement cage is configured to be reinforcement material, and the main reinforcement of the steel bars and the reinforcement material configured with the steel bars are solidified together. The anchor rod system is formed by wrapping and solidifying a main reinforcement (generally adopting a finish rolling threaded reinforcement) and an enlarged footing reinforcement cage by concrete or cement mortar, cement paste or other curable materials; concrete or mortar body (concrete body) combined with the steel reinforcement cage of the enlarged head. And arranging a proper number of hoisting buckles, hoisting rings and hoisting points at proper positions of the anchor rod piece.

The front end of the anchor rod piece is provided with a device which is connected or compounded with a variable-diameter reinforcement cage, a fixed-diameter reinforcement cage, a bag or other anchor heads to form an anchor rod application system.

The diameter of the reinforcement cage is variable, and the diameter of the reinforcement cage can be restrained and stretched to change by the elasticization, flexibility and simplification of reinforcing bars of a plurality of parts of the reinforcement cage, and the arrangement of the adjustable mechanism and the restraining and releasing mechanism. The diameter-variable reinforcement cage is provided with a ring-shaped fixer or a circular ring flower piece which is fixed or slides on the axial rod to form an adjustable mechanism of the reinforcement cage; the diameter of the steel reinforcement cage is in a reduced constraint state by adopting constraint modes such as but not limited to a constraint rope, a constraint lock, a constraint pin, a constraint cover and an electronic lock, and the diameter of the steel reinforcement cage is expanded and released by adopting modes such as but not limited to a release spring, a spring piece, an elastic ball, an air bag, a counterweight, rotation, axial rod piece expansion and contraction, axial rod piece external sleeve expansion and contraction, external force application, electric control, electronic remote control and the like; the diameter of the reinforcement cage can be changed by simplifying, selecting and replacing and optimizing the adjustable mechanism and the restraining and releasing device or adjusting the structural combination of the adjustable mechanism and the restraining and releasing device; the shape, the quantity and the size of the reinforcing steel bars of the variable-diameter steel bar cage can be selected according to the engineering requirements, and the variable-diameter steel bar cage can form solid geometric shapes with various characteristics, including but not limited to cylinders, cones, cubes, cuboids, bamboo joints, polyhedrons, multi-joints and the like.

The anchor rod piece is applicable to the fields of, but not limited to, anti-floating and tensile, road, mining, tunnel and bridge, foundation pit and mountain slope protection and geological disaster treatment; also used in the fields of pressure-resistant engineering and the like.

The anchor rod body system comprises the following steps of: the method for overcoming the deformation of an anti-floating fixed-diameter anchor head or an expanded head anchor rod comprises the steps of drilling to the designed depth, carrying out high-pressure jet grouting construction or mechanical reaming construction, placing an anchor rod member and a variable-diameter steel reinforcement cage, a fixed-diameter steel reinforcement cage, a bag or other anchor heads for grafting after hole forming, releasing a restraint mechanism to expand the variable-diameter steel reinforcement cage to the designed size after the expanded head with the variable-diameter steel reinforcement cage is in place, and then forming a pile at the position of the expanded body section and the gap between the whole anchor rod member and the hole by high-pressure grouting or pouring concrete to complete the anchor pile.

The diameter of the steel reinforcement cage is variable, and the diameter of the steel reinforcement cage can be restrained and stretched to change by the elasticization, flexibility and simplification of reinforcing bars of a plurality of parts of the steel reinforcement cage and the arrangement of a restraining and releasing mechanism.

Beneficial effect, the utility model provides an enlarged footing stock pile of bushing type variable diameter steel reinforcement cage and preparation from this, the expansion that can carry out variable diameter steel reinforcement cage than concise structure, bushing type variable diameter steel reinforcement cage pass through slip casting pipe or outside rigidity pole and outer tube 4 or again with the fixed of rib and second group swing joint rib, the operation is applied to the occasion of various anti-floating tensile, especially through slip casting pipe with including stock member main part, utilize direct or especially the anchor head or the pile head that enlarged footing variable diameter steel reinforcement cage constitutes to make up together and form bushing type variable diameter steel reinforcement cage enlarged footing stock pile, overcome anti-floating deformation, body of rod free section elastic deformation. The scheme is simpler in construction and basically has no influence on the construction of the foundation. Has positive effect on improving the engineering quality and the safety of the technology.

The pressure-bearing type reducing steel reinforcement cage enlarged head anchor rod technology refers to design, construction and acceptance of JGT/T282-2012 high-pressure jet enlarged head anchor rod technical specification. The utility model discloses the application all belongs to the application of enlarged footing stock or major part pile foundation technique.

The utility model discloses the scheme can be formed with the stock of the pulling force of enough frictional force or resistance transmission, and the wholeness of the obvious increase of anchor power and whole stock is good, also is used for the concrete reinforcement cage skeleton of major part pile foundation equally. The method is mainly used for the technical categories of anti-floating foundation pit support, side slope support, reinforcement and the like of the building basement. The utility model discloses the resistance to plucking that the technique can provide is great, and the stable performance is reliable, to reducing environmental pollution for all have good effect in the aspect of the engineering progress.

Drawings

Fig. 1 is a structural schematic view of the opening of the sleeve-type variable-diameter steel reinforcement cage of the present invention;

FIG. 2 is a schematic unopened structure of FIG. 1 according to the present invention;

fig. 3 is a schematic structural view of fig. 1 with stirrups added.

Detailed Description

As shown, fig. 1 and 2 are the same structure, and as shown in fig. 1, after the reinforcement cage is released, it is wrapped with concrete or cement mortar, cement paste or other curable materials, and after the concrete, cement mortar, cement paste or other curable materials are cured, the anchor rod or pile foundation is formed. The reinforcement in the anchor or pile member may be selected from, but is not limited to, reinforcement cages, stirrups, steel sleeves, wire mesh cages, bearing plates, bearing flange nuts, or other reinforcement materials.

In fig. 1-3, the sleeve-type variable-diameter steel reinforcement cage comprises an axial rod, i.e. a main reinforcement 5, a plurality of vertical reinforcements 1, an outer sleeve 4, a grouting pipe 9, two groups of the same plurality of movable connecting reinforcements 3 with the same number as the vertical reinforcements, a first ring-shaped fixer 2 and a second ring-shaped fixer, wherein the outer sleeve 4 is sleeved on the axial rod, the plurality of vertical reinforcements surround the axial rod, the first group of the plurality of movable connecting reinforcements 6 are respectively connected with the upper ends of the plurality of vertical reinforcements 1 and a plurality of fixed joints on the circumference of the first ring-shaped fixer, the second group of the plurality of movable connecting reinforcements 6 are respectively connected with the lower ends of the plurality of vertical reinforcements 1 and a plurality of fixed joints on the circumference of the second ring-shaped fixer, a pressure-bearing bottom plate 7 is fixed with the axial rod at the lower end of the; the grouting pipe 9 is fixed with the first ring-shaped fixer or a certain vertical rib; the outer sleeve pipe sinks under the stress of the grouting pipe 9, and then the vertical bars of the reinforcement cage are opened.

The second group of a plurality of movable connecting ribs and the second ring-shaped fixer are divided into two structures, the first structure is that the second ring-shaped fixer is fixed at the lower end of the outer sleeve, and the second structure is that the second ring-shaped fixer is fixed on the axial rod, namely the main rib or the pressure-bearing bottom plate. Namely, the second group of a plurality of movable connecting ribs 6 are divided into a movable connecting rib (group) 6A fixed at the lower end of the outer sleeve 4 and a movable connecting rib (group) 6B fixed on the axial rod, namely the main rib side or the pressure-bearing bottom plate.

One end of each vertical rib of each group of the plurality of movable connecting ribs is connected with the same height position of one rib, the other end of each movable connecting rib is connected with a fixed joint of a ring-shaped fixer, and the ring-shaped fixer is fixed or slides on the axial rod.

The main rib of the anchor rod piece and the variable diameter steel reinforcement cage are made of materials including but not limited to: steel, glass fiber, resin, glass fiber reinforced resin, aramid fiber, carbon fiber, graphene, carbon element-related materials and composite materials thereof, macromolecules, high polymer materials, nano materials, metal materials, nonmetal materials and the like.

The solid geometry of the reducing steel reinforcement cage comprises but is not limited to: the material is a solid or hollow material, and is in a shape of a cube, polyhedron, regular polyhedron, tetrahedron, cuboid, cylinder, round table, prism, frustum, cone, pyramid, bamboo joint, string or convex-concave; the shape of the planar cross-section includes, but is not limited to: square, rectangle, triangle, quadrilateral, rhombus, trapezoid, polygon, circle, ellipse, ring, sector and bow; the anchor rod member can be solid or hollow in section.

The main reinforcement is connected with a variable-diameter reinforcement cage which is an anchor head or a pile foundation head. When the bag or other anchor heads are connected, the lower end of the anchor rod piece is provided with a steel bar with the length suitable for the variable-diameter steel bar cage, the fixed-diameter steel bar cage, the bag or other anchor heads, the bottom of the anchor head is connected with an anchor backing plate, or the proper length of the steel bar is reserved, and the bottom of the anchor head is connected with the top of the finished anchor head by a connecting nut; or the rod piece and the anchor head are improved, so that the anchor rod piece, the variable-diameter reinforcement cage, the fixed-diameter reinforcement cage, the bag or other anchor heads form an organic whole which can transfer stress.

The materials used for the main reinforcement of the anchor rod and the reinforcement cage include, but are not limited to, steel strand, glass fiber, aramid fiber or other high polymer material fiber, carbon fiber, graphene, carbon element-related materials, and composite materials thereof. Polymer materials such as carbon fiber can also be used for the anchor rod.

The utility model discloses an application of utilizing pretensioning method stock member spare, application field includes but not limited to anti-floating tensile, road, mining, tunnel bridge, foundation ditch and massif bank protection, geological disaster are handled; also used in the fields of pressure-resistant engineering and the like. Can be used as a compression-resistant pile according to the requirements of engineering design and application.

Use the utility model discloses overcome anti-superficial direct or enlarged footing stock

Excavating the upper end of a pile rod, namely the surrounding substrate of the top of an anchor rod, and cleaning floating slurry; spreading water-swelling water-stopping adhesive tape around the top of the anchor rod;

secondly, pouring a concrete cushion layer on the base around the top of the anchor rod;

thirdly, the threaded steel bars are fixed to the bottom of the steel bars on the upper layer of the bottom plate by using flange nuts (nuts are not needed) and do not need to be applied; and pouring a foundation slab with reinforcing steel bars on the foundation.

And fourthly, if the prefabricated part is provided with a plurality of steel bars, using the corresponding number of perforated steel plates as anchor plates, screwing the nuts for fixing, and pouring the bottom plate concrete.

Reference is made to the applicant's prior application: reducing steel reinforcement cage, including axial rod, ring or crown plate and a plurality of perpendicular muscle, a plurality of muscle, circle form fixer, ring or crown plate are perpendicular with the axial rod, and the one end of a plurality of perpendicular muscle is at ring or crown plate evenly fixed, and the one end of a muscle is all connected at the other end of every perpendicular muscle or middle part, and a plurality of perpendicular muscle encircle the axial rod, and the circle form fixer is received to the other end of muscle, and the circle form fixer is fixed or slides on the axial rod. The periphery of the vertical rib is provided with a stirrup, the stirrup and the vertical rib or the axial rod are provided with fixed points, and the stirrup is in a rope shape; the axial rod is provided with an axial spring and is limited by a limiter, a limiting lath or a limiting rope and a limiting pin; the stirrup is in an unused state when being restrained and tightened, and the end part of the stirrup is provided with a release device; the stirrup may also be in the form of a helical spring. The material of the spiral stirrup: glass fiber, aramid fiber, carbon fiber, graphene, carbon element-related materials, composite materials thereof and the like.

The second type of reducing reinforcement cage comprises an axial rod, a plurality of vertical ribs, two groups of a plurality of ribs, a first ring-shaped fixer and a second ring-shaped fixer, wherein the first ring-shaped fixer and the second ring-shaped fixer slide on the axial rod; the periphery of the vertical rib is provided with a stirrup, the stirrup and the vertical rib or the axial rod are provided with fixed points, and the stirrup is in a rope shape; the axial rod is provided with an axial spring and is limited by a limiter, a limiting lath or a limiting rope and a limiting pin; the annular stirrup is in an unused state when being restrained and tightened, and a release device is arranged at the end part of the stirrup.

The stirrup is an annular stirrup or a plurality of tightening ropes wound on the periphery of the vertical bar.

The solid geometry of the vertical bar and the spiral stirrup comprises: cubic cuboid cylindrical truncated cone prismatic frustum pyramid and the like; the shape of the planar cross-section is: square rectangle triangle quadrangle parallelogram rhombus trapezoid round sector bow-shaped ring; the specification, model, shape, size and material of the vertical bar and the spiral stirrup are adjusted according to different project geological conditions

The mode that the rib is movably connected with the vertical rib is as follows: the joints of the ring-shaped fixer connect the ribs to the vertical ribs through pin shafts and pin shaft brackets (U-shaped fixing brackets). The number of the vertical ribs is not required to be more, and generally 5-12 vertical ribs are required. The ring-shaped fixer can take an annular ring as a basic structure and slides on the axial rod along with the outer sleeve.

The utility model discloses a pressure-bearing reducing steel reinforcement cage expander stock, reducing steel reinforcement cage expand the release when arranging the expander section in, and slip casting or injection concrete become the stock on reducing steel reinforcement cage, and reducing steel reinforcement cage becomes the skeleton of stock.

The utility model discloses an worker's method is used: drilling the jet grouting pile machine to the designed depth → high-pressure jet grouting construction or mechanical reaming construction → anchor head lowering → opening the anchor head middle expanding mechanism, opening the reinforcement cage to the designed size → high-pressure grouting or concrete pouring.

In a typical finished product: the diameter of a stirrup of the reinforcement cage is less than or equal to 200mm (parameters related to actually formed drill holes can be provided with reinforcement cages (stirrups) with different specifications for different drill holes), after the reinforcement cage is placed on the anchor rod expander section, a constraint mechanism in the reinforcement cage is opened, and the diameter of the stirrup reaches about 400 mm; the size of the variable-diameter reinforcement cage during constraint, the size of the expanded reinforcement cage and the height of the reinforcement cage can be determined according to the engineering requirements.

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

The periphery of the vertical rib of the reducing reinforcement cage is provided with an annular stirrup which is made of elastic materials. The annular stirrup may be in the form of a coil spring. The hoops are tightened in an unused state (for placing into a borehole), and the ends of the hoops are provided with release devices. In a tightened and elastically constrained unused state, the diameter of the annular stirrup is changed after the annular stirrup is released, and the diameter of the annular stirrup is expanded to be in an original loose state, namely after the annular stirrup with a smaller diameter is released to the expanded end of the anchor rod, the diameter of the annular stirrup is expanded to meet the design requirement (for example, the diameter of the annular stirrup is expanded to-400 mm from less than 200mm in a typical section).

Claims

1. A sleeve type variable-diameter reinforcement cage is characterized by comprising an axial rod, namely a main rib, a plurality of vertical ribs, an outer sleeve, a grouting pipe, two groups of a plurality of movable connecting ribs, a first ring-shaped fixer and a second ring-shaped fixer, wherein the number of the movable connecting ribs is the same as that of the vertical ribs, the outer sleeve is sleeved on the axial rod, the vertical ribs surround the axial rod, the first group of the plurality of movable connecting ribs are respectively connected with the upper ends of the vertical ribs and a plurality of fixed joints on the circumference of the first ring-shaped fixer, the second group of the plurality of movable connecting ribs are respectively connected with the lower ends of the vertical ribs and a plurality of fixed joints on the circumference of the second ring-shaped fixer, a pressure-bearing bottom plate is fixed with the axial rod at the lower end of the axial rod, and; the grouting pipe is fixed with the first ring-shaped fixer or a certain vertical rib; the outer sleeve is sunk under the action of force of the grouting pipe, and the vertical bars of the reinforcement cage are opened.

2. The telescopic, variable diameter steel reinforcement cage according to claim 1, wherein the second plurality of flexible connecting ribs and the second ring-shaped anchor are divided into two configurations, the first configuration being that the second ring-shaped anchor is fixed to the lower end of the outer sleeve, and the second configuration being that the second ring-shaped anchor is fixed to the axial rod, i.e., the main rib or the pressure-bearing bottom plate.

3. The telescopic diameter-variable reinforcement cage of claim 1, wherein the hooping is provided with a plurality of turns uniformly distributed on the outer side of the vertical ribs.

4. The telescopic diameter-variable steel reinforcement cage as claimed in claim 1, wherein the guide cap is fixed to a lower end of the pressure-bearing bottom plate; the guide cap is fixed at the lower end of the pressure-bearing bottom plate in a mode that at least three guide cap fixing screw rods are arranged, the guide cap fixing screw rods are long screw rods and are parallel to the main ribs, and the long screw rods penetrate through the guide cap at the position of an opening at the bottom of the guide cap and are in threaded connection with the pressure-bearing bottom plate at the upper part of the guide cap; the grouting pipe is a rigid rod or is additionally provided with a rigid rod so that the outer sleeve can slide to open the reinforcement cage.

5. The telescopic, variable diameter steel reinforcement cage according to any one of claims 1 to 4, wherein the variable diameter steel reinforcement cage is peripherally wrapped by the bladder.

6. An expanded anchor rod pile prepared by a sleeve type variable-diameter reinforcement cage according to any one of claims 1 to 4, wherein the sleeve type variable-diameter reinforcement cage is combined with concrete, cement mortar or cement paste crystals so as to form a skeleton system of the sleeve type variable-diameter reinforcement cage expanded head anchor rod pile; or the sleeve type variable-diameter reinforcement cage is wrapped by concrete, cement mortar or cement paste after being opened and is coagulated into an expanded anchor rod pile.