CN215669460U - Gravity type release variable-diameter steel reinforcement cage and anchor rod or pile foundation thereof - Google Patents

Abstract

A gravity type release variable-diameter reinforcement cage and an anchor rod or a pile foundation thereof, wherein the gravity type release variable-diameter reinforcement cage for the anchor rod or the pile foundation comprises an axial rod, N circular rings or annular plates, N groups of ribs, and N is more than 3; the circular rings or the circular plates are uniformly distributed on the axial rods to slide; one end of each group of ribs is uniformly and movably fixed on a corresponding circular ring or annular plate, the other end of each rib is a free end or a vertical rib, the other end of each rib is respectively and movably and fixedly connected to the vertical ribs uniformly distributed around the axial rod when the vertical ribs are connected, the number of each group of ribs is equal to that of the vertical ribs, the number of each group of ribs is 4-12, and N is more than 3; the upper part or the lower part of the steel reinforcement cage is provided with a bearing plate and a connecting pipe, the connecting pipe is a force application end, and the bearing plate is contacted with a circular ring or a circular plate to apply a sliding release force of the circular ring or the circular plate.

Description

Gravity type release variable-diameter steel reinforcement cage and anchor rod or pile foundation thereof

One, the technical field

The utility model relates to a variable-diameter (hereinafter, referred to as variable-diameter or enlarged) steel reinforcement cage and an anchor rod or pile foundation thereof, in particular to a framework in the anchor rod or pile foundation, namely a gravity type release variable-diameter steel reinforcement cage and an enlarged anchor rod or pile foundation thereof, which are mainly used for the technical fields of anti-floating foundation pit support, side slope support, geological disaster treatment, reinforcement and the like of a building basement and are also used for a pressure-resistant pile foundation. The utility model provides a gravity type release variable-diameter reinforcement cage framework in an anchor rod or a pile foundation, which has high pulling resistance/compressive resistance and stable and reliable performance.

Second, background Art

The anchor rod is a rod piece 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 phi of the surrounding rock body 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 must have several elements: 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 prestress on the anchor rod; the anchoring section is an area where the prestressed tendon and the soil layer are bonded by cement paste or concrete anchoring bodies, and has the functions of increasing the bonding friction effect of the anchoring body and the soil layer, increasing the bearing or tensile effect of the anchoring body and transmitting the tensile force of the free section to the deep part of the 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. In the aspect of cost construction, the reaming technology of the variable-diameter large-head anchor rod or the pile foundation is based, the large head and the small head are formed by grouting or concrete injection, but the anchor rod or the pile foundation with enough friction force and tension or resistance transmission cannot be formed without reaching the corresponding steel reinforcement framework, and particularly the anchoring force of the anchor rod is limited. The anchoring force is not enough when the anchor is used in the technical fields of building basement anti-floating foundation pit support, side slope support, reinforcement and the like. Because they require a high pullout resistance and are stable and reliable.

In some clay layers, weak layers, pebble layers, gravel layers or weathered rock layers, the strength of the layers is often lower than that of concrete, so that the bearing capacity of the pile body of the concrete foundation pile is not exerted favorably. Therefore, in order to fully exert the strength characteristic of concrete, a paper in the aspect of building engineering already proposes that the bearing capacity of the pile is improved by adopting the variable-diameter foundation pile, and the technology is obviously reasonable and feasible.

CN201710363883 is a structure of an anchor rod system for overcoming the floating resistance and fixing the diameter or expanding the head, 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 the anchor rod and the anchor head or expanding the head with the fixed diameter are put down, after the expanding head is in place, an expanding mechanism expands the expanding head to a designed size, and then high-pressure grouting or pouring concrete forms a pile in the expanding section and the whole free section; the tie rod in the anchor rod adopts a twisted steel bar which can apply prestress; binding the spiral stirrups and the foundation slab steel bars on the substrate, and avoiding collision with prestressed steel bars in the binding process; and finally, the formwork is erected to pour the foundation concrete foundation slab. The technique for prefabricating the prestressed anchor rod member by using the pretensioning method is as follows: the engineering practice shows; the pressure bearing gravity type release variable diameter steel reinforcement cage expansion anchor rod displacement is composed of two parts of rod body elastic deformation and expansion body section slippage (plastic deformation).

The enlarged head anchor rod technology 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 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 great deal of engineering practice shows that the bearing tension of the anchor rod is far greater than that of a common anchor rod, and the deformation displacement of the anchor rod is large, so that the displacement control is larger 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.

The existing expanded head anchor rod is mainly in a steel reinforcement cage structure by taking a plurality of structures parallel to vertical ribs of main steel bars as a main part, and can be used for strength deformation calculation of a variable-diameter foundation pile in the same way as a calculation method of a non-variable-diameter foundation pile. The foundation pile is divided into an end bearing pile and a friction pile, the strength deformation calculation of the end bearing pile and the strength deformation calculation of the friction pile are different, and the friction pile is used as an object for calculation and comparison. The strength of the friction pile generally consists of the side friction resistance of the pile and the strength of a pile end holding layer, and for the friction pile, the pile periphery friction resistance is main, but for most foundation piles, particularly large-diameter piles, the pile end is supported on bedrock, and the supporting force of the pile end is main, so that the ultimate strength calculation of the pile end holding layer is very important, and the values obtained by different methods for calculating the strength of the pile end holding layer are greatly different. The strength of the bearing stratum of the foundation pile is related to the properties of rock and soil, the buried depth and the size of the pile foundation. It can be seen that the variable diameter foundation pile is promising in application, but how to obtain a feasible variable diameter foundation pile is a problem to be solved.

The steel reinforcement cage structure is the unfavorable tensile strength who absorbs the main reinforcing bar pole of stock in the atress with the parallel structure of the vertical muscle of a plurality of and main reinforcing bar, and generally speaking, the main reinforcing bar pole of stock transmits the steel reinforcement cage and the concrete that condenses with it, needs to design an expansion head steel reinforcement cage that has better atress intensity with low costs, the atress structure is more reasonable, the steel reinforcement cage at the perpendicular to main reinforcing bar. However, the existing expanded-head reinforcement cage needs to be released by external force and a spring, so that the cost and the structure are complex, and the structure of the gravity type released variable-diameter reinforcement cage is simpler and more reliable.

Third, the contents of the utility model

The utility model aims to provide a gravity type release variable-diameter reinforcement cage with a simpler and more reliable enlarged head, overcomes the defect of poor bearing capacity and integrity of anchoring or pile foundations of plain grout enlarged heads, is applied to forming an enlarged anchor rod or pile foundations with a standard reinforcement framework, has a low-cost, simple and concise mechanical structure, and is used for anchor rods or pile foundations with optimal cost performance.

The technical scheme of the utility model is as follows: the axial rod is composed of an axial rod, N circular rings or annular plates (splines) and N groups of ribs, wherein N is more than 3; the circular rings or the circular plates are uniformly distributed on the axial rods to slide; one end of each group of ribs is uniformly and movably fixed on a corresponding circular ring or annular plate, the other end of each rib is a free end or a vertical rib, the other end of each rib is respectively and movably and fixedly connected to the vertical ribs uniformly distributed around the axial rod when the vertical ribs are connected, the number of each group of ribs is equal to that of the vertical ribs, the number of each group of ribs is 4-12, and N is more than 3; the upper part or the lower part of the steel reinforcement cage is provided with a bearing plate and a connecting pipe, the connecting pipe is a force application end, and the bearing plate is contacted with a circular ring or a circular plate to apply a sliding release force of the circular ring or the circular plate.

The fixing structure of the N circular rings or the ring plates and the axial rod can be various, and can also be sliding, and only one circular ring or ring plate is fixed on the pressed plate to be driven (can be driven to the sliding circular ring or ring plate and the corresponding ribs).

The upper bearing plate or the lower bearing plate or the upper bearing plate and the lower bearing plate are arranged at the same time, the lower bearing plate is arranged at the lower part of the steel reinforcement cage, the grouting pipe is arranged at the upper part of the steel reinforcement cage, the upper bearing plate and the lower bearing plate are both connected to the axial rod or the main steel reinforcement, or a connecting device is additionally arranged for connecting the upper bearing plate and the lower bearing plate, the structure of the upper bearing plate and the lower bearing plate is especially a flat plate with holes or threaded holes, and the flat plate is rectangular or circular; the slab and the steel bar can be poured with a coagulating material.

A plurality of sliding type circular rings or circular plates are generally uniformly distributed on the main steel bars and are also uniformly stressed; the sliding rings or the ring plates are fixed or not fixed, and as long as the lengths of all the rib groups are the same, each sliding ring or the ring plate and each corresponding group of ribs are uniformly distributed on the main steel bars to form the expanded head steel bar cage.

The circular ring or the circular plate is fixed on the axial rod, the axial rod slides on the main steel bar (pile foundation rod) to form a contraction and expansion structure, and a plurality of vertical bars uniformly surround the main steel bar; when each group of ribs is not expanded, the ribs are approximately close to the parallel axial rods (or form an acute angle), and when the ribs are expanded, the ribs are vertical or approximately vertical to the axial rods. Namely, the contraction and the expansion of the reducing steel reinforcement cage are correspondingly carried out. The contraction and expansion of the reinforcement cage are applied to the framework of the anchor rod expansion head. The circular ring or the circular plate is fixed on the axial rod, the axial rod slides on the main steel bar (pile foundation rod) to form a contraction and expansion structure, and a plurality of vertical bars uniformly surround the main steel bar; when each group of ribs is not expanded, the ribs are approximately close to (parallel to) the axial rod (or form a small acute angle), and when the ribs are expanded, the ribs are vertical or approximately vertical to the axial rod (the acute angle is larger than 45 degrees); namely, the shrinkage and the expansion of the variable-diameter reinforcement cage are released correspondingly to the gravity. The contraction and expansion of the reinforcement cage are applied to the framework (after expansion) of the anchor rod expansion head.

The movable fixed structure is a pin shaft structure; the axial rod is sleeved on the main steel bar (or equal to the main steel bar) and can not be used under extreme conditions, but is a mechanism which is sleeved on the main steel bar and can move up and down (slide) and is provided with a plurality of circular rings or annular plates (splines). The sliding circular ring or ring plate (spline) is provided with a positioning or fixing device on the main steel bar or pile foundation rod.

The mode that the rib is movably connected with the vertical rib is as follows: the circular ring or the circular plate connects the ribs to the vertical ribs through a pin shaft 3-1 and a pin shaft circular ring rib assembly (U-shaped fixed circular ring rib assembly) 3-2 respectively. The number of the vertical ribs is not necessarily large, and can be generally equal to 6, 7 or 8.

Become pressure-bearing formula no vertical muscle variable diameter steel reinforcement cage extension stock or pile foundation, no vertical muscle variable diameter steel reinforcement cage expandes the release when arranging the extension section in, is equipped with slip casting or injection concrete pipe mechanism on no vertical muscle variable diameter steel reinforcement cage to reach slip casting or pour into the concrete and become stock or pile foundation, no vertical muscle variable diameter steel reinforcement cage becomes the skeleton of stock or pile foundation.

According to the pressure-bearing reducing steel reinforcement cage expanded anchor rod or pile foundation, the reducing steel reinforcement cage is unfolded and released when being placed in the expanded section, the reducing steel reinforcement cage is provided with a grouting or concrete injection guide pipe mechanism, so that the purpose that grouting or concrete injection becomes the anchor rod or pile foundation is achieved, and the reducing steel reinforcement cage becomes a framework of the anchor rod or pile foundation.

The periphery of the vertical rib is provided with a stirrup or a weft, and the stirrup or the weft and the vertical rib are provided with a fixed point; the stirrups are continuous rings, a plurality of independent rings or a plurality of independent rings with gaps; if the continuous annular stirrup is adopted, the continuous annular stirrup is a spiral power spring or a flexible steel wire.

The pressure-bearing reducing steel reinforcement cage is combined with a tension rod including but not limited to steel reinforcements, steel strands and steel wire ropes of various specification grades to form an integral body of an expanded anchor rod; furthermore, the expanded pile foundation is integrated with pressure-bearing foundations of steel columns and section steels of various specifications or concrete structures (columns/piles) of the non-variable-diameter steel reinforcement cage to form an expanded pile foundation.

The application method of the utility model comprises the following steps: drilling the rotary jet grouting pile machine to the designed depth → high-pressure rotary jet grouting construction or mechanical reaming construction → lower anchor head (or pile hole) → opening the expanding mechanism in the anchor head (or pile hole), opening the reinforcement cage to the designed size → high-pressure grouting or pouring concrete.

According to the reducing reinforcement cage, the weft can be formed by the unfolded vertical ribs, and the vertical ribs are used as the warp; the power spring is tensed by tension or pressure, when the clamp or the buckle is released, the power spring drives the axial rod and the ring plate to slide to expand the ribs, so that the diameter of the reinforcement cage is changed (enlarged), a large-diameter reinforcement cage is formed, and a reinforcement framework of the anchor rod or the pile foundation is formed.

The rod body of the anchor rod is mechanically connected with the expanding head at the bottom of the expanding body section, namely the bearing plate.

The pressure-bearing gravity type release variable-diameter steel reinforcement cage expanded head anchor rod technology is designed, constructed and accepted according to JGT/T282-2012 high-pressure jet expanded head anchor rod technical specification. The utility model belongs to the application of the technology of an enlarged head anchor rod or a large-head pile foundation.

Gravity type release variable-diameter reinforcement cage

The weft can be a steel strand or a steel wire rope which is uniformly wound or uniformly distributed and sleeved on the periphery of the vertical rib, the restraint and release mechanism is a rib unfolding device which enables the circular ring or the annular plate to slide (or the axial rod drives the annular plate to slide), the weft becomes a polygonal annular stirrup and comprises unfolded vertical ribs, and if the vertical ribs are eight, the weft becomes an octagon. The vertical bars are provided with weft discontinuous structures. In addition, a bag can be arranged to be sleeved on the periphery of the reinforcement cage.

After the N circular rings or the annular plates and the ribs are opened, N latitudinal nets approximately perpendicular to the main reinforcing steel bars are formed, an effective reinforcing steel bar net stress structure can be formed, and the expanded head reinforcing steel bar cage can be formed under the action of the bearing plate. The longer the length of the reinforcement cage, the larger the number of N, generally more than 3, and the length of the reinforcement cage of one meter, N can reach 10 or more.

In a typical finished product: the diameter of the weft after the reinforcement cage is compressed is generally less than or equal to 200mm (parameters related to actually formed drill holes, the reinforcement cages (stirrups) with different diameters can be arranged in different drill holes), after the reinforcement cage is placed in the anchor rod expander section, a constraint mechanism in the reinforcement cage is opened, the diameter of the weft reaches about 400mm (also can be less than or equal to 150mm after hooping, and the diameter of the weft after expansion reaches 200 plus 350mm), and the general length is 1200 plus 1600 mm; according to the requirement, the diameter of the weft can reach about 500 plus 2000mm or more, the steel reinforcement cage needs to use large-size main steel bars and vertical steel bars, the diameter of the weft (outer circumference) after hooping is generally less than or equal to 300 plus 800mm, and the length is increased or decreased according to the requirement.

The weft threads may be helical threads or a circumference distributed uniformly over the vertical ribs.

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 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 belongs to the application of the technology of an enlarged head anchor rod or a large-head pile foundation.

The utility model can form various movable spring type variable diameter steel reinforcement cages with three-dimensional shapes according to the using requirements of specific engineering and the principle of the utility model, including/but not limited to cylinders, polygonal cylinders, cones, trapezoidal cylinders, bamboo joint-shaped cylinders and the like.

Has the advantages that: the scheme of the utility model has simple structure, and the integral performance of the formed expansion head can meet the basic requirement; the anchor rod capable of transmitting the pulling force or the resistance force with enough friction force can be formed, the anchoring force is obviously increased, the integrity of the whole anchor rod is good, and the anchor rod is also used for the concrete reinforcement cage framework of the pressure-bearing pile foundation of the enlarged head. The method is mainly used for the technical categories of anti-floating of building basements, foundation pit supporting, side slope supporting, reinforcement and the like. The technology of the utility model can provide larger anti-pulling and anti-pressure force, has stable and reliable performance, and has good effects on reducing environmental pollution and accelerating project progress. The utility model uses less materials and low-cost preparation process, can meet the construction requirement of larger pile foundations or anchor rods with lower cost, and has good economy.

Description of the drawings

Figure 1 is a schematic view of the structure of the present invention with vertical ribs, stirrups and pouches (contracted state).

Fig. 2 is a schematic diagram of the expanded state structure of fig. 1.

Fig. 3 is a schematic view of the present invention without the stirrup but with the vertical ribs and the sleeve in the capsular bag (expanded state).

Fig. 4 is a schematic illustration of a release mechanism of the present invention.

FIG. 5 is a schematic cross-sectional view of B-B of FIG. 4;

fig. 6 is a schematic view of the connection structure of the rib 3 in fig. 5;

FIG. 7 is a schematic view of the structure of the hoop reinforcement 6 (helical shape);

FIG. 8 is a schematic drawing (enlarged) of the tightening structure of the second circular bead assembly;

fig. 9 is a schematic view of a release mechanism of the second circular bead assembly.

FIG. 10 is a schematic structural view of the reducing reinforcement cage when tightened;

FIG. 11 is a schematic structural diagram of the product restraint mechanism of the reducer steel cage after being opened.

Fig. 12 is a schematic view of the skeletal structure of the deployed weft (pure weft rib) of the present invention.

Fig. 13 is a schematic structural view (contracted state) of the belt vertical rib of the present invention.

FIG. 14 is a schematic view showing the structure of the present invention with vertical ribs (FIG. 13 in an expanded state, with the spring and the lower bearing plate having their own weight, provided with a grouting pipe).

Fig. 15 is a schematic diagram (shrinkage state) of the skeleton structure of the weft (discontinuous weft of linear ribs and vertical ribs, and the annular plate can be multiple groups and is not limited to the figure) with the novel structure. The dead weight of the lower bearing plate with the spring is provided with a grouting pipe and a guide cap.

Fig. 16 is the fig. 15 expanded state of the present invention.

FIG. 17 is a schematic cross-sectional view of FIG. 16 according to the present invention.

Fig. 18, 21 and 24 are schematic diagrams of the skeleton structure of the weft (pure rib latitudinal line) developed by the utility model.

Fig. 19, 22 and 25 are schematic views showing the structure of the contracted state enlarged head (contracted state) of the weft (the structure of multiple sets of springs, multiple sets of ring plates and ribs, or the structure of the full length spring as shown in fig. 20 after being extended) having the novel structure of the present invention. If no spring is arranged, the self weight of the lower bearing plate can be further provided with a grouting pipe and a guide cap. (fig. 15 expanded state). Fig. 19, 22, 25 may be constructed with or without stirrups.

Fig. 20, 23 and 26 are schematic views of the expanded states of fig. 19, 22 and 25 respectively.

Fig. 27 is a schematic view of the skeleton structure of the weft (pure rib latitudinal line) of the utility model.

Fig. 28 is a schematic structural view (contracted state) of the contracted state expanded head of the weft (one through long spring structure, two or three sets of upper and lower ring plates and ribs) of the structure of the present invention. If no spring is arranged, the self weight of the lower bearing plate can be further provided with a grouting pipe and a guide cap. Is in a structure with hooping. Without stirrups.

FIG. 29 is a schematic diagram of the expanded state of FIG. 28 according to the present invention.

Fig. 30, 33, 36, 39, 42 and 45 are schematic diagrams of the skeleton structure of the weft (pure rib latitudinal line) according to the present invention.

Fig. 31, 34, 37, 40, 43 and 46 are schematic views showing the structure of the weft (the structure of multiple sets of springs, multiple sets of ring plates and ribs, or the structure of the full length spring as shown in fig. 20 after being stretched, with multiple sets of ring plates) in the expanded state of the contracted state (contracted state) in the structure of the present invention. If no spring is arranged, the self weight of the lower bearing plate can be carried or not, and the grouting pipe and the guide cap are arranged, and the grouting pipe and the guide cap are not arranged; with or without stirrups.

Fig. 32, 35, 38, 41, 44 and 47 are schematic expanded views of fig. 31, 34, 37, 40, 43 and 46, respectively, according to the present invention.

Fig. 48 is a schematic view of the present invention without the stirrup and with the vertical ribs in the capsular bag (contracted state).

Fig. 49 is a schematic view of the present invention without the stirrup but with the vertical ribs and the sleeve in the capsular bag (expanded state).

FIGS. 50, 51, 54 and 57 are schematic diagrams showing the skeleton structure of the weft (pure rib latitudinal line) developed by the present invention.

Fig. 52, 55 and 58 are schematic views showing the structure of the contracted state enlarged head (contracted state) of the weft (the structure of multiple sets of springs, multiple sets of ring plates and ribs, or the structure of a full length spring like that in fig. 20 after being extended) in the structure of the present invention. If no spring is arranged, the self weight of the lower bearing plate can be carried or not, and the grouting pipe and the guide cap are arranged, and the grouting pipe and the guide cap are not arranged; a structure without stirrups.

Fig. 53, 56 and 59 are schematic views of the expanded states of fig. 52, 55 and 58, respectively, according to the present invention.

Fig. 60, 62 and 64 are views showing a contracted state of the reinforcement cage, and fig. 61, 63 and 65 are views showing expanded states of fig. 60, 62 and 64, respectively, of the present invention, all of which are structures with sacks.

Fig. 66 and 67 show the contracted state of the present invention with the pressure receiving members at the upper and lower sides, respectively (the former without the stirrup and the latter with the stirrup).

Fig. 66-1 and 67-1 show the deployed state of the present invention with the pressure receiving members on both the upper and lower sides (the former without the stirrup and the latter with the stirrup), respectively.

Fig. 68, 70, 72, 74 and 76 are schematic views of a pressure-bearing prestressed concrete enlarged footing anchor rod with the present invention.

Fig. 69, 71, 73, 75 and 77 are schematic views of a pressure-bearing prestressed fiber concrete anchor rod with an enlarged head according to the present invention.

Fifth, detailed description of the utility model

The components shown in the figures illustrate the subject of the utility model, although spring-less gravity-driven release (deployment of the reinforcement cage) does not exceed the scope of the utility model, which illustrates the utility model using a power spring around an axial rod or stirrup. The pile foundation pile comprises a main steel bar or an axial rod, a plurality of vertical ribs, at least two circular rings or annular plates and a plurality of groups of ribs corresponding to the circular rings or the annular plates, wherein the circular rings or the annular plates are sleeved on the main steel bar or the axial rod or a pile foundation rod, each circular ring or annular plate is movably fixed with a group of ribs with the same number as the plurality of vertical ribs around a ring, in each group of ribs, one end of each rib 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 circular rings or the annular plates, namely, the different height of each vertical rib is respectively and movably connected with each group of ribs of the at least two circular rings or the annular plates, and the plurality of vertical ribs surround the main steel bar or the axial rod; the periphery of the vertical rib is provided with an annular stirrup as a weft of the periphery, the annular stirrup and the vertical rib are provided with fixing points, and the annular stirrup is an annular spiral power spring 9 stirrup or a flexible steel wire made of elastic materials; the annular hoop is tightened to be in an unused state, and an annular hoop releasing device is arranged at the end part of the annular hoop of the spiral power spring 9; when using flexible steel wire, it is equipped with a release device for opening vertical bar and rib. At least one ring or ring plate (all ring plates can be driven by a connecting structure of the ring or ring plate, such as an axial rod, to drive the ribs to be unfolded) slides on the main steel bar or the axial rod or the pile foundation rod, and the sliding ring or ring plate is provided with a positioning device on the main steel bar or the axial rod or the pile foundation rod.

The main steel bar or the axial rod 4, the circular ring or the annular plate 1, the vertical bars 2, the ribs 3, the positioner 5, the annular stirrup 6, the steel lantern ring 6-1 at the end part of the stirrup, the connection point 7 of the annular stirrup and the main steel bar or the axial rod 4 or the circular ring or the annular plate 1, the release mechanism 8 (which can be a safety pin and the like), the jack 8-1 matched with the steel bushing of the annular stirrup or the jack of the restraint ring 8-2, the safety pin can be pulled out of the jack, the bearing plate is welded or screwed with the steel bar, the power spring 9, the bearing plate 10 and the limiter 10-1 are used for limiting the main steel bar of the circular ring or the annular plate 1 and the corresponding group of ribs, and the first circular ring rib assembly 11 and the second circular ring rib assembly 11-1 are drawn; the ribs 3 can be round rods or flat rods; a pin shaft 3-1, a pin shaft circular ring rib component (a U-shaped fixed circular ring rib component) 3-2 and a gap 3-3. A bag 12, an injector assembly 13 (the combination of a pressure bearing plate and an injection pipe 13-1 and a slurry return pipe 13-2, 13-3 is a bag fixing clamp), and a guide cap 14. The retainer 5 serves to relatively fix the power spring 9.

The figure also shows that the periphery of the vertical rib is provided with a stirrup, and the annular stirrup is a rigid or flexible steel wire; the hoop is a continuous ring, a plurality of independent rings (parallel to each other), and the ring hoop is a rigid ring with gaps.

The basic structure of the utility model is shown in figures 1 and 2: the reducing steel reinforcement cage comprises main steel bars or axial rods, circular rings or annular plates, a plurality of vertical ribs and ribs, wherein the circular rings or the annular plates are perpendicular to the main steel bars or the axial rods, one ends of the vertical ribs are uniformly fixed on the circular rings or the annular plates, the other end or the middle part of each vertical rib is connected with one end of each rib, one end of each rib is connected with one circular ring or the annular plate, and the circular rings or the annular plates are fixed on the main steel bars or the axial rods or the pile base rods. The ribs 3 resemble straight bars of umbrella ribs.

Fig. 3 and 4 are schematic diagrams of a tightening structure and a releasing structure of the utility model, wherein six vertical bars are provided, and 6 or more vertical bars are provided, and the weft is polygonal in cross section when the diameter-varying reinforcement cage with the structure of a steel strand, a steel rope and the like is opened.

In fig. 3 and 4, the vertical bars are vertical bars which are vertically distributed in parallel with the main steel bars or the axial bars, and the vertical bars can also be distributed in a uniform oblique line:

one end of a plurality of vertical ribs is uniformly fixed on the circular ring or the annular plate, the other end or the middle part of each vertical rib is connected with one end of a rib, the other end of the rib is connected with the circular ring or the annular plate, and the circular ring or the annular plate slides on the main steel bar or 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 circular ring or the annular plate to be expanded, the vertical ribs can be vertically distributed in parallel with the main steel bars or the axial rods.

The vertical ribs can also be in a tooth shape or a circular arc shape, and more than 6 uniformly distributed vertical ribs are in a spherical or tooth-column structure after the reducing steel bar cage is expanded.

The release device for spreading the vertical ribs is an end release device of a spiral power spring 9 annular stirrup; the end part releasing device is a structure that the end part of the annular stirrup is prepared into a shaft pin or a shaft hole, when the end part of the stirrup of the spiral power spring 9 is the shaft pin, a fixing hole is inserted, and when the end part of the stirrup of the spiral power spring 9 is the shaft hole, another pin shaft is arranged to fix the end part of the stirrup.

When the peripheral weft is a flexible steel wire, the release device for opening the rib vertical ribs is a device for opening the umbrella ribs; the flexible steel wire comprises a steel strand, a steel rope, a chain structure or a tensile wire.

The spiral power spring 9 is used for expanding the vertical rib at the position of the inner ring of the vertical rib; when the spiral power spring 9 annular stirrup and the weft are flexible steel wires, the power spring 9 annular stirrup and the flexible steel wires are both provided with fixing points with the vertical ribs, and the fixing points are snares with certain spaces. The mode that the rib is movably connected with the vertical rib is as follows: the circular ring or the circular plate connects the ribs to the vertical ribs through the pin shaft and the pin shaft circular ring rib assembly respectively; the number of the vertical ribs is more than 3. The vertical ribs are linear or curved.

More than 2 rings or ring plates are uniformly distributed on the shaft, at least one ring or ring plate slides on the main steel bar or the axial rod, and a limiting, positioning or stopping block for limiting the sliding distance of the ring or ring plate is arranged.

The sliding ring or the ring plate is provided with a release device for opening the vertical ribs of the ribs; the vertical bar release device of the spreading bar is a power spring 9 device which is used for spreading a circular ring or a circular plate and sleeved on the main steel bar or the axial rod and spreading at least one sliding circular ring or circular plate. The peripheral weft stirrup is a flexible steel wire and is also like the power spring 9, and the peripheral weft stirrup is rigid and has elasticity.

When the peripheral annular stirrups are spring stirrups or flexible steel wire wefts, power springs 9 sleeved on the main steel bars or the axial rods are arranged, the power springs 9 lock or stop the circular rings or the circular plates under the state of compressive or extension stress, and after the locking or stopping is opened, the power springs 9 drive the circular rings or the circular plates to slide on the main steel bars or the axial rods to drive the ribs to extend and enable the vertical ribs to extend.

When the circular ring or the annular plate is fixed on the main reinforcing steel bar or the axial rod, the circular ring or the annular plate and the main reinforcing steel bar or the axial rod are of an integrated structure.

According to the using requirements of specific engineering and the variable diameter principle of the utility model, the movable spring 9 type variable diameter steel reinforcement cage with various three-dimensional shape characteristics is formed, and comprises a cylinder, a polygonal cylinder, a truncated cone, a trapezoidal cylinder, a sphere, a bamboo joint-shaped cylinder and the like; according to the use performance requirements of specific engineering and the variable diameter principle of the utility model, the movable power spring 9 type variable diameter steel reinforcement cage characterized by a double-layer or multi-layer cage is formed for the pile foundation power spring 9 type variable diameter steel reinforcement cage with an oversized diameter.

The periphery of the vertical rib of the reducing reinforcement cage is provided with an annular stirrup which is made of elastic materials. The hoop reinforcement may be in the form of a helical power spring 9. 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 an expansion body end of the anchor rod or the pile foundation, the diameter of the annular stirrup is expanded to the design requirement (for example, the diameter of the annular stirrup is expanded from less than 200mm to 400mm in a typical section).

The release device who struts the perpendicular muscle of rib has two kinds, and firstly the elasticity locking of cyclic annular stirrup: the periphery of the vertical rib is provided with an annular stirrup (or the inner periphery of the vertical rib can be provided, the vertical rib is propped open at the position of the inner ring of the vertical rib), the annular stirrup and the vertical rib are provided with fixed points, and the annular stirrup is made of elastic materials; the annular stirrup is tightened to be in an unused state, and the end part of the annular stirrup is provided with a release device; the end part of the annular stirrup is provided with a release device; the end part of the stirrup is prepared into a structure of a shaft pin or a shaft hole, a fixing hole is inserted when the end part of the stirrup 9 is the shaft pin, and the end part of the stirrup is fixed by another shaft pin when the end part of the stirrup is the shaft hole.

And the other is that when the steel wire is flexible, a release device for the vertical ribs of the expansion ribs is arranged on the circular ring or the circular plate. When the peripheral weft is a flexible steel wire, the release device for opening the rib vertical bars is a power spring 9 (similar) device for opening sleeve rods of the umbrella ribs, and at least one sliding circular ring or annular plate is opened.

A stopper is provided to stop the ring to define its position on the main reinforcement or the axial rod, and the elastic force of the power spring 9 slides the ring plate when the stopper is released. When the diameters of all the circular rings or the circular plates are the same as the diameters of the circular rings or the circular plates after the ribs are opened after the circular rings or the circular plates are released, the vertical ribs can be parallel to the main reinforcing steel bars or the axial rods to form a cylindrical reinforcing steel bar cage; when the diameter of the circular ring or the circular plate is different from the diameter of the circular ring or the circular plate after the rib is opened after the circular ring or the circular plate is released, the circular truncated cone-shaped reinforcement cage is formed.

The power spring 9 is sleeved on the main steel bar or the axial rod, the ribs are connected between the circular ring or the annular plate and the vertical ribs, the circular ring or the annular plate and the circular ring or the annular plate slide on the main steel bar or the axial rod, the power spring 9 is arranged between the (second, third and the like) circular ring or the annular plate and the (first) circular ring or the annular plate 1, when the vertical ribs are contracted, the sliding distance of the ribs in the (right) direction of the main steel bar or the axial rod is longer than that of the second ribs, the power spring 9 is arranged between the second circular ring or the annular plate and the first circular ring or the annular plate 1 and is compressed, the stop is arranged inside the main steel bar or the axial rod and stops the second circular ring or the annular plate, and the circular ring or the annular plate automatically move leftwards under the action of the power spring 9 when the stop is released, and the vertical ribs around are stretched.

The power spring 9 sleeved on the main steel bar or the axial rod can be used for driving one sliding ring or ring plate (the other ring or ring plate is fixed) by using a tension spring or a compression spring, and the driving can release two or more ribs (then drives the vertical ribs) at the same time; the tension spring or the compression spring acts on the two or more sliding circular rings or the annular plates to release two or more groups of ribs simultaneously. The tension spring or the compression spring can act on a sliding ring or a ring plate to release the rib and the vertical rib. Or a pair of tension springs or compression springs can be used for simultaneously driving the two sliding circular rings or the circular plates to simultaneously release two or more groups of ribs; the size of the tension spring or the compression spring can be fixed by a limiting clamp or the size of the ring or the ring plate can be limited by a stop or the limiting clamp 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 power spring 9 sleeved on the main steel bar or the axial rod and the hooping of the annular spiral power spring 9 can be used simultaneously.

More specific examples are shown in fig. 1-7. The device comprises a main steel bar or axial rod 4, a plurality of vertical bars 2, ribs 3, a circular ring or annular plate 1, a circular hoop 6, a steel lantern ring 6-1 at the end part of the hoop, a connection point of the circular hoop and the main steel bar or axial rod 4, a release mechanism 8, a jack 8-1 matched with the circular hoop steel lantern ring, a bearing plate welded or screwed with the steel bar, a bearing plate 10, a limiter 10-1, a first circular ring rib assembly 11 and a second circular ring rib assembly 11-1; a pin shaft 3-1, a pin shaft circular ring rib component (a U-shaped fixed circular ring rib component) 3-2 and a gap 3-3. The end part of the structural stirrup of the annular stirrup 6 (in a spiral shape) is provided with a steel lantern ring 6-1 which is a component of a release mechanism of the annular stirrup 6, the annular stirrup steel lantern ring 6-1 is matched with a jack 8-1 matched with the annular stirrup steel lantern ring on the ring or the annular plate 1, a bolt is inserted into the steel lantern ring 6-1 and the jack 8-1 to be used for restraining the annular stirrup in a tightened state, and the bolt is pulled open to release the elastic annular stirrup; typical application parameters are a diameter of 200mm in the tightened configuration and a diameter of 400mm in the released configuration.

The two circular rings or ring plates 1 of the first circular ring rib assembly 11 (the flexible connection assembly of the disc and the rib) and the second (up to the Nth) circular ring rib assembly 11-1 are the same structure, namely the first and the second circular rings or ring plates. On the first circular rib assembly 11 and the second circular rib assembly 11-1, each rib group is 6-10 flat steel bars, one end of each rib is connected to the ring plate, and the other end of each rib is connected to the vertical rib 2. The first and the second circular rings or ring plates, namely the two ring plates, connect the ribs to the vertical ribs through the pin shafts 3-1 and the pin shaft U-shaped piece connecting pieces 3-2 respectively for loose fixation.

Two circular rings or circular plates in the first circular ring rib component 11 and the second circular ring rib component 11-1 respectively extend out of the ribs to be movably fixed at two positions of each vertical rib 2 until the Nth group of circular ring rib groups are connected to the same height of one group of vertical ribs; the ring plate can slide on the main steel bar or the axial rod 4, when the ring plate slides to enable the ribs to be folded towards the vertical direction, the vertical ribs 2 are folded, and when the ring plate slides to enable the ribs to be opened (released) towards the transverse opening direction, the vertical ribs 2 are opened. The chassis 12 is fixed at the end part of the main steel bar or the axial rod 4 so as to be convenient for placing the device into a drill hole, and the main steel bar or the axial rod 4 is sleeved with a driving power spring 9; the ribs 3 can be flat bars; the round ring or the ring plate 1 and the vertical ribs 2 are provided with a pin shaft 3-1 and a pin shaft U-shaped connecting piece 3-2, and the round ring or the ring plate 1 is provided with a notch 3-3 and a jack 8-1 matched with the annular hoop rib steel lantern ring.

The annular stirrup 6 can be reused (the annular stirrup is spiral and has proper elasticity and can be restrained and released, the diameter during restraint is half of the diameter during release, or the diameter during tightening restraint can be enlarged by 10-35cm during release), a steel sleeve ring 6-1 is arranged at the end part of the stirrup and is a component of a release mechanism of the annular stirrup 6, the annular stirrup steel sleeve ring 6-1 is matched with a circular ring or a jack 8-1 matched with the annular stirrup steel sleeve ring on the ring plate 1, a bolt is inserted into the steel sleeve ring 6-1 and the jack 8-1 to restrain the annular stirrup in a tightened state, and the bolt is pulled open to release the elastic annular stirrup; typical application parameters are a diameter of 200mm in the tightened configuration and a diameter of 400mm in the released configuration. The power spring 9 type variable-diameter steel reinforcement cage with other specifications can be matched with various drilling hole diameters and application requirements.

The construction process comprises the following steps: positioning → cement paste preparation → rotary jet grouting pile machine drilling to design depth (drilling hole a) → high pressure rotary jet grouting construction or mechanical reaming construction (reaming hole b) → lower anchor head c → opening enlarging mechanisms d, e in the anchor head, opening the reinforcement cage to design size (large pile hole can reach more than 1 meter or nearly 2 meters) → high pressure grouting or concrete pouring f.

a. The common steel bar becomes the elastic steel bar after special processing (quenching and the like); processing the hooping with the reduced diameter after being wound tightly by using the processed elastic steel bar; or the power spring 9 is sleeved on the main reinforcing steel bar or the axial rod, and the stress of the power spring 9 is enough to drive the circular ring or the circular plate to open the reinforcing steel bar.

b. The diameter of a stirrup of the reinforcement cage is less than or equal to 200mm, and after the reinforcement cage is placed on the anchor rod expansion body section, a restraint mechanism in the reinforcement cage is opened, and the diameter of the stirrup reaches 400 mm;

c. the longitudinal ribs are unfolded under the action of the mechanism and tightly attached to the stirrups until the longitudinal ribs cannot be unfolded; high-pressure grouting or pouring concrete to form a pile;

d. and the bottom of the expander section is mechanically connected with the rod body and the expansion head by adopting a chassis, namely an anchor backing plate. The anchor backing plate can also be replaced by a guide cap and the like, and when the guide cap is used for replacement, the bottom loose anchor plate is the pressure-bearing anchor backing plate.

The application of the utility model comprises an anti-floating tensile pile (anchor rod), a slope protection pile (anchor rod), a compression-resistant bearing engineering pile and a pile foundation or anchor rod for treating geological disasters. The utility model has the advantages of energy saving, environmental protection, work efficiency increase, cost reduction and construction period reduction, wide application range, safety, reliability, easy quality monitoring, inspection and examination and easy detection of the shape and the position of metal by conduction or the like.

The above description is only exemplary of the present invention and should not be taken as limiting the utility model, 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 gravity type release variable-diameter reinforcement cage for anchor rods or pile foundations is characterized by comprising an axial rod, N circular rings or annular plates and N groups of ribs, wherein N is more than 3; the circular rings or the circular plates are uniformly distributed on the axial rods to slide; one end of each group of ribs is uniformly and movably fixed on a corresponding circular ring or annular plate, the other end of each rib is a free end or a vertical rib, the other end of each rib is respectively and movably and fixedly connected to the vertical ribs uniformly distributed around the axial rod when the vertical ribs are connected, the number of each group of ribs is equal to that of the vertical ribs, the number of each group of ribs is 4-12, and N is more than 3; the upper part or the lower part of the steel reinforcement cage is provided with a bearing plate and a connecting pipe, the connecting pipe is a force application end, and the bearing plate is contacted with a circular ring or a circular plate to apply a sliding release force of the circular ring or the circular plate.

2. The reinforcement cage according to claim 1, wherein there are upper or lower bearing plates or both upper and lower bearing plates, the lower bearing plate is provided at the lower part of the reinforcement cage, the upper part of the reinforcement cage is provided with a grouting pipe, the upper and lower bearing plates are both connected to the axial rod or the main reinforcement, or a connecting means is further provided for connecting the upper and lower bearing plates, the upper and lower bearing plates are configured as flat plates with holes or threaded holes, and the flat plates are rectangular or circular; and (5) pouring a coagulating material between the flat plate and the reinforcing steel bar.

3. A reinforcement cage according to claim 1 or 2, wherein N rings or plates are fixed or slidable to the axial rods, so long as one ring or plate is driven, the axial rods are driven to expand the other rings or plates and the corresponding ribs; a plurality of sliding type circular rings or circular plates are uniformly distributed on the axial rod; all rib groups are the same length.

4. A reinforcement cage according to claim 1 or claim 2, wherein the loose fixed structure is a pin structure; the axial rod is sleeved on the main steel bar in an inner way, and the sliding ring or ring plate is provided with a limiting device on the main steel bar or the pile foundation rod; the releasing mode comprises gravity, a spring leaf, an elastic ring, an elastic ball, an elastic rod, a compression bag, a counterweight, dead weight, vibration, a hydraulic rod, a pneumatic rod and a high-pressure gas or liquid impact opening mode.

5. A reinforcement cage according to claim 1 or claim 2, wherein the pressure bearing and reducing reinforcement cage is an anchor or pile foundation, the reducing reinforcement cage is deployed and released when placed on the section of the expander, and grouting or concrete conduit means are provided on the reducing reinforcement cage, the reducing reinforcement cage forming the skeleton of the anchor or pile foundation.

6. A reinforcement cage according to claim 1 or 2, wherein the upper and lower portions of the reinforcement cage are provided with bearing plates, including upper and lower bearing plates or upper and lower bearing plates, which are connected to the axial bars or the main reinforcements, or further provided with connecting means for connecting the upper and lower bearing plates.

7. The reinforcement cage of claim 6, wherein the upper bearing plate is provided with grouting or concrete conduit means at a location; the periphery of the reinforcement cage is sleeved with a bag.

8. The reinforcement cage of claim 1 or 2, wherein the power spring is sleeved on the axial rod, and the power spring is positioned at the end part of the reinforcement cage or distributed at the upper part, the middle part and the lower part of the reinforcement cage, or the length of the power spring reaches 10-100% of the length of the reinforcement cage.

9. A reinforcement cage according to claim 1 or 2, wherein the vertical bars are provided with stirrups or wefts at the periphery thereof, and the stirrups or wefts are provided with fixing points with the vertical bars; the stirrups are continuous rings, a plurality of independent rings or a plurality of independent rings with gaps; the continuous hoop reinforcement is a helical power spring or a flexible steel wire.

10. An anchor or pile foundation formed by a reinforcement cage according to any one of claims 1 to 9, including a variable diameter reinforcement cage, anchor rod members and securing formations at the upper ends of the anchor rod members, reinforcement connectors; 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, the bottom of the anchor rod piece is locked and anchored with the variable-diameter steel bar cage, the anchor rod body assembly is firstly or secondly placed into the anchor hole to be combined with the poured fiber concrete, super-fluid concrete, concrete or cement mortar, fiber cement mortar, cement paste and fiber cement paste, and therefore the variable-diameter steel bar cage expansion anchor rod system is formed.

11. The anchor rod or pile foundation of claim 10, wherein the shape of the variable diameter reinforcement cage includes a cylinder, a polygonal cylinder, a truncated cone, a trapezoidal cylinder, a sphere, a bamboo joint-shaped cylinder; the cross-section plane figure of the variable-diameter steel reinforcement cage is a circle, a sector, an arch, a circular ring or a polygon; the three-dimensional shape of variable diameter steel reinforcement cage still includes: cube, cuboid, prism, prismoid.

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