CN112982396A

CN112982396A - Tensile fiber anchor rod body and anchor rod

Info

Publication number: CN112982396A
Application number: CN202110260252.8A
Authority: CN
Inventors: 武冬冬; 武海龙
Original assignee: Jiangsu Fulu Construction Co ltd
Current assignee: Jiangsu Fulu Construction Co ltd
Priority date: 2021-03-10
Filing date: 2021-03-10
Publication date: 2021-06-18

Abstract

The utility model provides a tensile fibre stock body of rod, includes tensile fibre pole body, is equipped with the screw thread or leads to long being equipped with the screw thread at the at least one end of tensile fibre pole, tensile fibre pole body and screw thread are all with tensile fibre and the sticky condensation of resin impregnation become pole body and screw thread. Adopting full-length or partial finish-rolled deformed steel bars of anchor rods with the diameter of 8-50 mm or other materials as the lining of the tensile fiber rod body; in particular, finish-rolled thread steel is used as the lining of the thread. The prepared tensile fiber anchor rod structure is characterized in that an expanded head framework is arranged at the bottom end part of a tensile fiber rod body, and the expanded head framework comprises a telescopic linkage rod, a bearing plate, a reinforcing steel bar cage or a variable-diameter reinforcing steel bar cage capable of expanding the diameter, a bag and other anchoring parts; and concrete is poured between the tensile fiber rod body and the expansion head framework.

Description

Tensile fiber anchor rod body and anchor rod

Technical Field

The invention relates to a tensile fiber anchor rod body and an anchor rod.

Background

The anchor rod is a new complex formed by a rod body and the like which are positioned in a rock-soil body and the rock-soil body. The anchor rod in the complex is the key to solve the problem of low tensile strength of the surrounding rock body. Thereby greatly enhancing the bearing capacity of the rock-soil body.

The anchor rod is the most basic component of roadway support in the modern underground mining mine, and the anchor rod ties the surrounding rocks of the roadway together to enable the surrounding rocks to support the anchor rod. The anchor rod is not only used in mines, but also in engineering technology to actively reinforce slopes, tunnels, dams and the like. The anchor rod is applied, since 1912, the German Sherez mine firstly adopts the anchor rod to support the underground roadway, and the anchor rod support is widely applied to civil engineering (including mining engineering) due to the characteristics of simple structure, convenient construction, low cost, strong adaptability to engineering and the like. Even in three gorges engineering, a large number of anchor rods (cables) are used in dam construction to maintain excavated side slopes and rock walls. And as in coal mining in China, newly excavated anchor-jet supported roadway engineering is as long as 2000Km every year.

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

The defect that the tensile capacity of a rock-soil body is far lower than the compressive capacity is overcome through the longitudinal tension action of the anchor rod body. Seemingly limiting the detachment of rock-soil bodies from the original bodies. Macroscopically, the cohesiveness of the rock-soil mass is increased. From the mechanical point of view, the cohesive force C and the internal friction angle phi of the surrounding rock body are mainly improved.

CN201810822016.9 this carbon fiber pole includes carbon fiber core and wraps in the outside resin matrix of carbon fiber core, the resin matrix includes the following weight parts's component: 40-65 parts of epoxy resin; 10-35 parts of an epoxy resin diluent; 20-50 parts of an epoxy resin curing agent; 1-10 parts of a silane coupling agent; 1-10 parts of toughening agent

The reinforcing method of the CN201811630318.2 carbon fiber rod and joint structure comprises the following steps: the carbon fiber rod extends into the joint of the metal rod for a preset length, and the inner surface of the joint is glued with the outer surface of the carbon fiber rod; uniformly smearing adhesive glue with preset length on the outer surface of the joint, which is adjacent to the carbon fiber rod; uniformly smearing adhesive glue with a preset length on the outer surface of the carbon fiber rod adjacent to the joint; uniformly and tightly winding the carbon fiber or basalt fiber cloth on the joint coated with the glue for bonding and the carbon fiber rod coated with the glue for bonding, so that the outer surface of the joint is glued with the carbon fiber or basalt fiber cloth; winding the polytetrafluoroethylene film on the carbon fiber cloth uniformly and tightly; uniformly and tightly winding the glass cloth bag on the polytetrafluoroethylene membrane; and (4) placing for a preset time, and then taking down the glass cloth bag and the polytetrafluoroethylene membrane in sequence.

GB/T20065-2006 stipulates the standard of the straight thread connecting sleeve for the overall dimension of the prestressed high-strength finish-rolled thread coarse steel bar. The existing anchor rod specification has mandatory requirement to apply Y, and for the control of the deformation of the enlarged head anti-floating anchor rod, the main method at the present stage is to apply prestress by a post-tensioning method to solve the elastic deformation of the free section of the anchor rod. The deformation control method has the main defects that prestress can be applied only after the construction of the base plate is completed and the design strength is reached, so that the construction period is greatly delayed, grooves need to be formed in the base plate of the main structure when the prestress is applied, the main structure is damaged in different degrees, the basement waterproofing is adversely affected, the requirement on foundation pit precipitation is longer, and the cost is increased more relatively. 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.

CN2017103638836 is a precast prestressed anchor rod member and a construction method thereof; CN2017103638836 is a method for overcoming deformation of an anti-floating fixed-diameter anchor head or an enlarged head anchor rod system, but the pre-stressed anchor rod piece still has an improvement. The pre-tensioned or post-tensioned prestressed anti-floating tensile steel bar anchor rod component mainly uses unbonded finish rolling steel bars as main bars of the anchor rod. The prior patent also discloses a pretensioned or pretensioned prestressing anti-floating tensile anchor bar, which comprises a tensile fiber bar body (comprising a tensile fiber bar body or a tensile fiber bar body connecting structure which connects the tensile fiber bar body through a connecting nut) as a basic force-bearing structure, wherein the tensile fiber bar body is a finish rolling non-bonding steel bar, the surface of the tensile fiber bar body is provided with an anticorrosive grease layer, and a plastic film sleeve is arranged outside the anticorrosive grease layer; coating an anticorrosive grease layer by an anticorrosive grease layer coating device, coating a polyethylene or polypropylene plastic film on the anticorrosive grease layer without bonding ribs by a plastic extruder, and forming a plastic sleeve (pipe) by a cooling cylinder mold; the plastic sleeve is wrapped by concrete or cement mortar, cement paste or other curable materials and is solidified; applying the prestress on the tensile fiber rod body (applying the prestress after fixing is finished) to form a prestress anchor rod piece; and locking the tensile fiber rod body by using a nut, and applying prestress on the tensile steel bar to form the prestressed anchor rod piece. Because the tensile property of the steel bar anchor rod body is insufficient, even if the threaded steel rod body is finish rolled, the relative expansion amount of the rod body can reach several centimeters or more, and therefore, pre-tensioning or post-tensioning prestress anti-floating tensile anchor rod steel bars, anchor rods and a construction method are needed, otherwise, the significance of anchor rod work is lost. Therefore, the anti-floating tensile steel bar anchor rod prepared by the prior art can be used for prefabricating a prestressed anchor rod piece by a post-tensioning method and an application technology, and various anchor heads such as a straight-through or an enlarged head are combined together to form a prestressed anchor rod system, so that the anti-floating deformation is overcome, and the rod body can provide anchoring force when elastically deforming at a free section. Therefore, the new method is very meaningful for applying prestress after preparing the rod and obtaining the finished prestressed anchor rod for application.

Disclosure of Invention

The invention aims to provide a tensile fiber anchor rod body and an anchor rod. Therefore, the purpose of controlling the deformation in the pressure-bearing straight-through equal-diameter or variable-diameter expanded prestressed anchor rod engineering practice is achieved, and especially the effects of saving construction time, saving cost and improving engineering quality and efficiency are achieved.

The technical scheme includes that the tensile fiber anchor rod body comprises a tensile fiber rod body and a rod body member which is formed by impregnating, gluing and coagulating tensile fiber resin into the tensile fiber rod body, wherein at least one end of the tensile fiber rod body is provided with threads or the whole length of the tensile fiber rod body is provided with threads;

furthermore, the full length of the anchor rod with the diameter of 8-50 mm or partial finish rolling deformed steel bar can be used as the lining of the tensile fiber rod body; in particular, thread finish-rolled deformed steel bars are used as the inner lining of the thread;

furthermore, the tensile fiber is formed by impregnating, gluing and coagulating a fabric winding resin of the tensile fiber, and the metal material and the non-metal material are compounded by one or more steel cores (pouring).

The tensile fiber is mainly a tensile fiber anchor rod body prepared from fibers such as carbon fibers, basalt fibers or glass fibers, and the tensile fiber rod body is a tensile fiber rod body structure formed by connecting segmented tensile fiber rod bodies through connecting nuts.

Furthermore, the metal material and the non-metal material are compounded into one or more steel cores, and concrete or cement mortar, cement paste or other curable materials are poured and are wrapped and solidified into an anchor rod or an expanded head anchor rod or an equal-diameter anchor rod together with the expanded head.

When the anchor rod is prepared, the bottom end part of the tensile fiber rod body is provided with an expanded head framework, and the expanded head framework comprises a bearing plate (piece), a reinforcing steel bar cage or a variable-diameter reinforcing steel bar cage capable of expanding the diameter, a bag and other anchoring parts; concrete or cement mortar, cement paste or one of other curable materials is poured on the tensile fiber rod body and the expansion head framework and is solidified into an anchor rod and an expansion head; the anchor rod can be an enlarged head anchor rod or an equal diameter anchor rod formed by applying one of concrete or cement mortar, cement paste or other curable materials under the condition of applying stress and solidifying.

The invention is a structure of non-metal bar and non-metal composite bar; the tensile fiber comprises glass fiber, basalt fiber, resin, geotextile, canvas, glass fiber reinforced resin, aramid fiber, ultra-high molecular weight polyethylene fiber, carbon fiber, boron ethylene, polytetrafluoroethylene, graphene, carbon element related materials and composite materials thereof, macromolecules, macromolecular polymer materials, nanometer materials, metal materials, nonmetal materials and the like, particularly after the tensile fiber is prepared into a fabric, the metal materials and the nonmetal materials are compounded into one or more cores (poured) to be used as the cores

The shape of the tensile fiber rod body comprises but is not limited to a cylinder and a bamboo joint-shaped cylinder; polygonal (tangent to circle) cylinder, circle/rectangle, square, ray, ring, etc. The cross-sectional plane figure can be a circle (ellipse), a polygon (including triangle, rectangle, trapezoid, parallelogram, pentagon, hexagon), a rhombus, a sector, a bow, L, H, S, U, pi, C, V and the like; the specification, model, shape, size, material and various parameters can be adjusted.

The anchor rod of the invention is an expanded head anchor rod and a straight-through equal diameter anchor rod.

Especially, the end part of the tensile fiber rod body is provided with an expansion head framework which comprises a telescopic linkage rod, a bearing plate (piece), a steel bar cage or a variable-diameter steel bar cage capable of expanding the diameter, a bag and other anchoring parts; concrete or cement mortar, cement paste or one of other curable materials is poured between the tensile fiber rod body and the expansion head framework, and is condensed and cured to form an expansion head anchor rod or an equal-diameter anchor rod; the anchor rod is a prestressed enlarged head anchor rod or an equal-diameter anchor rod formed by pouring concrete or cement mortar, cement paste or one of other curable materials under the condition of applying stress by pre-tensioning or post-tensioning and solidifying. According to the design requirement of prestress application, the main reinforcement is a fiber reinforcement or a steel reinforcement, and a reinforcement material is configured, wherein the reinforcement material comprises a reinforcement cage, a stirrup, a steel sleeve, a steel wire mesh cage, a bearing plate and a bearing flange nut; the main reinforcing steel bars and the reinforcing steel bar material are solidified together to form the anchor rod piece. The anti-floating and anti-tensile capabilities of the post-applied prestress anti-floating and anti-tensile anchor rod and the main reinforcement of the steel bar anchor rod can be fully embodied.

The non-adhesive pre-tensioned or post-tensioned prestressed anti-floating tensile steel bar anchor rod is formed, and the anti-corrosion grease layer is made of anti-corrosion grease or anti-corrosion asphalt or polymer material.

The unbonded pre-tensioned or post-tensioned prestressed anti-floating tensile fiber rib has the anticorrosion characteristic, and only the isolation from the cementing material is made during pouring, so that a space is reserved for implementing post-tensioned stress.

The front end of the tensile fiber rod body of the anchor rod piece is provided with a device which is connected or connected with a telescopic linkage rod, a pressure bearing plate (piece), a variable-diameter steel reinforcement cage, a fixed-diameter steel reinforcement cage, a bag or other anchor heads to form a prefabricated prestressed anchor rod system.

The combined assembly type anchor rod component forms an engineering part with compression resistance and tensile resistance (mainly tensile resistance and better effect) in practical application. The extension continuous type anchor rod is a rod piece which can be continuously formed into an extension continuous type anchor rod and finally becomes an assembly.

The prestressed fixing of the pretensioned prestressed anti-floating tensile steel bar anchor rod generally adopts two modes, one mode is that concrete is poured on the prestressed steel bar while the prestress is exerted, and the prestressed steel bar anchor rod is formed after the concrete is solidified; the concrete is tightly bonded with the anchor rod, namely a bonded anchor rod is arranged; the second kind, this invention can adopt the prefabricated tubular column to constitute the prestressing force structure of a hollow stock, and the industrial production of being convenient for, and weight is controllable, and the cost of transportation is not high, and the quality of applying and the standard of prestressing force are changeed in the mill and are controlled and hold. When the anchor rod with no binding steel bars or the finished pipe column (which can be called as a hollow anchor rod column) is used, the anchor rod steel bars penetrate through the finished pipe column, when the finished pipe column is used, bearing plates (also called as anchor backing plates and the like) with holes in the centers and larger than the inner diameter of the pipe column are arranged at two ends of the finished pipe column, when the anchor rod exposed out of the surface of the bearing plate is stressed, nuts are used for fixing the steel bar ends on the bearing plates or welding and fixing the steel bar ends on the bearing plates, the fiber ribs and the steel bars can be single anchor bar ribs or a plurality of anchor bar ribs, and when the anchor bar ribs are arranged, the bearing plates are provided with prestress applying devices with a plurality of holes and a plurality of steel bars; generally, the post-application process needs to be carried out in the construction process, the post-application process is convenient and fast in engineering, equipment needs to be pulled to the site, the cost is high, particularly, the quality of applied prestress can meet the design requirement, and the invention relates to an anti-floating tensile combined anchor rod assembly (comprising an adhesive anchor rod and an unbonded anchor rod) and a corresponding construction method. When the anchor rod or the finished pipe column is made of the unbonded steel bars, the unbonded steel bars can be used as anchor bar ribs in the finished pipe column; the concrete and the anchor bar are not bonded, the anchor bar can stretch out and draw back or slide in the pipe column or in the plastic film sleeve, the post-tensioning method, namely the prestress applied on the construction site, is not influenced, and the nut is fastened while the prestress is applied to the steel bar.

The non-binding steel bar anchor rod can be matched with the hollow anchor rod pipe column, and can be matched with pre-tensioning or post-tensioning prestressed anti-floating tensile non-binding anchor rod ribs, and the pre-tensioning prestressed anti-floating tensile anchor rod ribs can be connected to an expanded head steel bar cage with rated length and variable diameter, so that the practical engineering system is formed.

The anchor rod is mainly stressed by taking a tensile fiber rod body (comprising a tensile fiber rod body or a tensile fiber rod body connecting structure which enables the tensile fiber rod body to pass through a connecting nut) as a basic force-bearing structure, and the tensile fiber rod body rib can be formed by pultrusion. Pultrusion: the traction carbon fiber yarn (mainly 12K and 24K carbon fiber yarn are generally adopted) is soaked in epoxy resin and then is heated to about 130 ℃ and cured and formed at high temperature. The unbonded anchor bar can also have the following structure: the surface of the tensile fiber rod body is provided with an anti-corrosive grease layer, and a plastic film sleeve is arranged outside the anti-corrosive grease layer; coating the anticorrosive grease layer by an anticorrosive grease layer coating device, coating a polyethylene or polypropylene plastic film on the anticorrosive grease layer without bonding ribs by a plastic extruder, and forming a plastic sleeve (pipe) by a cooling cylinder mold; the plastic sleeve is wrapped by concrete or cement mortar, cement paste or other curable materials and is solidified; applying prestress on the tensile fiber rod body after prestress (applying prestress after fixing is finished) to form a prestress anchor rod component; and locking the tensile fiber rod body by using a nut, and applying prestress to the tensile fiber bar to form the prestressed anchor rod component.

When the plastic film sleeve reinforcing steel bar, in particular to the post-tensioned pre-stressed anti-floating tensile fiber bar anchor rod is applied, the pre-stressed tensile fiber bar body actually forms a free section fiber bar, but does not extend any more, and has the function of applying stress.

A pretensioned or pretensioned prestressing anti-floating tensile steel anchor rod and a construction method. The prepared anti-floating tensile steel bar anchor rod can be used for prefabricating a prestressed anchor rod assembly by a post-tensioning method and an application technology, various anchor heads such as a straight-through or expanding head are combined together to form a post-tensioning prestressed anchor rod system, the anti-floating deformation is overcome, a rod body can be elastically deformed in a self-contained section, the prestress is applied after the rod body is prepared by a new method, and a finished product of the prestressed anchor rod is obtained for application, so that the purpose of controlling the deformation amount in the engineering practice of the pressure-bearing straight-through or variable-diameter steel bar cage expanding prestressed anchor rod is achieved, and particularly the effects of saving construction time, saving cost and improving engineering quality and efficiency are achieved. Meanwhile, a construction method for reducing the soil body creep deformation of the prestressed anchor rod in the working state is also provided.

The end part of the tensile fiber rod body is provided with a reinforcement cage or a diameter-enlarging (diameter-changing) reinforcement cage; wrapping one of concrete or cement mortar, cement paste or other curable materials, and solidifying; according to the design requirement of prestress application, the main reinforcement is a steel reinforcement, and a steel reinforcement material is configured, wherein the reinforcement material comprises a steel reinforcement cage, a stirrup, a steel sleeve, a steel wire mesh cage, a pressure bearing plate and a pressure bearing flange nut; the main reinforcing steel bars and the reinforcing steel bar material are solidified together to form the anchor rod assembly. The unbonded pre-tensioned or post-tensioned prestressed anti-floating tensile fiber reinforced anchor rod is formed, and the anti-corrosion grease layer is made of anti-corrosion grease or anti-corrosion asphalt or polymer material.

The front end of the anchor rod component tensile fiber rod body is provided with a device which is connected or grafted with a variable-diameter reinforcement cage, a fixed-diameter reinforcement cage, a bag or other anchor heads to form a prefabricated prestressed anchor rod system.

The number of the reinforcing steel bars in the anchor rod component applying post-tensioning prestress is one or more than one, and the specification, the performance, the strength and the diameter of the reinforcing steel bars can be specifically determined according to the design requirement; the length, the shape and the area of the cross section of the prestressed anchor rod component are set according to the specific engineering technical requirements; when the length of the rod piece required by engineering is overlong, two or more than two reinforcing steel bar rod pieces can be connected by adopting a nut connector or other modes to achieve the required length; the steel bar nut connector can also be embedded in the anchor rod in advance.

The anchor rod member may be solid or hollow.

The invention is applicable to the fields including but not limited to the functional application of anti-floating and tensile strength, and the specific application includes building, 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 prefabricated prestressed anchor rod body can be used as a prefabricated prestressed compression-resistant pile according to the requirements of engineering design purposes.

The anchor rod assembly of the invention is prepared into a prefabricated prestressed unit without adding stress.

When the anchor rod assembly is connected with a variable-diameter steel bar cage, a fixed-diameter steel bar cage, a bag or other anchor heads, steel bars with the length suitable for the variable-diameter steel bar cage, the fixed-diameter steel bar cage, the bag or other anchor heads are reserved at the lower end (bottom end or far end) of the anchor rod assembly, the bottom of the anchor head is connected with an anchor backing plate (bearing plate) (connected through a threaded connection nut on a rod body), and the proper length of the steel bars can be reserved and connected with the top of the finished anchor head through a connection nut; by improving the rod piece and the anchor head, the anchor rod assembly and the variable-diameter reinforcement cage, the fixed-diameter reinforcement cage, the bag or other anchor heads form an organic whole.

When the anchor rod component is prepared, the anchor rod component and the variable-diameter reinforcement cage are placed, a plurality of anchor rod units are adopted, and two to a plurality of anchor rod units with different fixed sizes are selected to be connected into an anchor rod piece with the required length; the lowest anchor rod in the connection method and a plurality of anchor rods with different fixed sizes at the upper end of the anchor head can be conveniently connected into an anchor rod piece with required length; fixing with a flange nut (kit); and grouting or pouring concrete into the anchor head and the gaps at the joint of the steel bars and the unit and the periphery of the unit in the section of the variable-diameter steel bar cage expander.

When the anchor rod assembly is connected with the variable-diameter steel reinforcement cage, the fixed-diameter steel reinforcement cage, the bag or other anchor heads, steel reinforcements with lengths matched with those of the variable-diameter steel reinforcement cage, the fixed-diameter steel reinforcement cage, the bag or other anchor heads are reserved at the lower end of the anchor rod assembly, the bottom of the anchor head is connected with an anchor backing plate, proper steel reinforcement lengths can also be reserved, and the lower ends of the steel reinforcements of the anchor rod assembly are connected with the top of a finished anchor head through connecting nuts; or the anchor rod component and the anchor head are improved to form an organic whole together with the variable-diameter reinforcement cage, the fixed-diameter reinforcement cage, the bag or other anchor heads.

The invention is matched with an anchor rod tensile fiber rod body (comprising a tensile fiber rod body or a tensile fiber rod body connecting structure which connects the tensile fiber rod body through a connecting nut) as a basic force-bearing structure.

Has the advantages that: the invention aims to achieve the tensile value of 3-4 times of the cross section of the anchor rod body manufactured by finish rolling of the twisted steel; the reinforced fiber anchor rod body has the characteristics of: 1. simple structure and light dead weight. The prestressed tendon pore canal does not need to be reserved, the construction method is suitable for components with complex structures and curved tendon arrangement, the size of the components is reduced, and the self weight is reduced. 2. The construction is simple and convenient, and the equipment requirement is low. Complex processes such as pipeline reservation, grouting penetration and the like are not needed, a tensioning support can be omitted by replacing a pre-tensioning method in the manufacturing of the middle-small span bridge, the construction process is simplified, and the construction progress is accelerated. 3. The prestress loss is small and the tension can be compensated. 4. The corrosion resistance is strong. 5. The service performance is good. By adopting the reinforced fiber anchor rod body and the concrete (adding fibers), the limit bearing capacity can be met, and meanwhile, the concentrated cracks can be avoided, so that the anchor rod has the similar mechanical property of the prestressed concrete of the bonding part. 6. The fatigue resistance is good. 7. The shock resistance is good. When earthquake load causes large displacement, the reinforced fiber anchor rod body is generally always in a tensioned state, the stress variation amplitude is small and is kept in a tension working stage, and the common steel bars dissipate structural energy to ensure that the construction method of the reinforced fiber anchor rod body is the same as that of a post-tensioning method, but the prestressed tendons are not in direct contact with concrete and are in an unbonded state. The reinforced fiber anchor rod body is a special prestressed rib with an anti-corrosion isolation layer and an outer sheath.

Drawings

FIG. 1 is a schematic longitudinal sectional view of a fiber rod according to the present invention;

FIG. 2 is a schematic longitudinal cross-sectional view of a fiber rod with an unbonded layer according to the invention;

FIG. 3 (cross-sectional schematic view of FIG. 2);

FIG. 4 is a schematic structural view (top longitudinal section) of a system for applying the fiber rod of the present invention to compression resistance, namely a schematic structural view of an upper fixing structure of an anti-floating anchor rod;

FIG. 5 is a schematic view of the construction of an anchor rod using unbonded or bonded reinforcing steel bars;

fig. 6 is a schematic view of an anchoring and fixing structure at the bottom end part of the anti-floating anchor rod, an equal-diameter tensile fiber anchor rod (which can be in a non-bonded or bonded rod body structure), a centering bracket and two bearing parts;

fig. 7 is a schematic view of the anchoring and fixing structure of the bottom end portion of the anti-floating anchor rod, and an enlarged head anchor rod is adopted.

Fig. 8 is a schematic view of the anchoring and fixing structure of the bottom end of the anti-floating anchor rod, which adopts an enlarged head anchor rod and is provided with a bag.

Fig. 9a pressure-bearing member enlarged head tensile fiber anchor rod body;

fig. 10 shows two pressure-bearing member enlarged head tensile fiber anchor rod bodies;

fig. 11 a spiral stirrup type enlarged footing tensile fiber anchor rod body;

FIG. 12 is an enlarged view of the head of a conventional steel reinforcement cage tensile fiber anchor rod body;

fig. 13 is a schematic structural view of a non-expanded head tensile fiber anchor rod body with a reinforcement cage at the bottom;

fig. 14 is a schematic structural view of an unexpanded head tensile fiber anchor rod body with a spiral stirrup at the bottom; fig. 8-12 also provide pockets separately (see fig. 8).

FIG. 15 is a schematic view of an anchor rod structure of an expansion head of a C-shaped expansion bearing plate of an unpowered spring plate;

FIGS. 16 to 17 are schematic structural views of unpowered spring plate bag type C-shaped expanded bearing plate expanded bearing head anchor rods;

FIG. 18 is a schematic view of a power spring plate C-shaped expanded bearing plate expanded head anchor rod structure;

FIGS. 19 to 20 are schematic views of the dynamic spring plate bag type C-shaped expanded bearing plate expanded bearing head anchor rod structure;

FIGS. 21 to 24 are schematic views of the structure of an anchor rod of an expansion head of the multi-sided expansion bearing plate of the unpowered spring plate;

FIGS. 25-26 are schematic views of the anchor rod structure of the multi-sided expanded pressure-bearing plate expansion head of the unpowered spring plate;

fig. 27-28 are schematic structural views of a power spring plate polygonal type and a power spring plate bag type polygonal expansion bearing plate expanded bearing head anchor rod, respectively;

FIG. 29 is a schematic view of an anchor rod structure of an unpowered spring plate rectangular expanded bearing plate expanded head;

FIG. 30 is a schematic view of a power spring plate rectangular expanded bearing plate enlarged head anchor rod structure;

fig. 31-32 are schematic structural views of the power spring plate bag type rectangular expanded bearing plate enlarged head anchor rod;

FIGS. 33-34 are schematic views of the construction of a balloon-type fiber enlarged head anchor rod;

FIGS. 35-36 are schematic views of the construction of a bladder type enlarged head anchor;

FIG. 37 is a schematic structural view of a large scale of a variable diameter steel reinforcement cage enlarged footing anchor rod;

FIG. 38 is a schematic structural view of a variable diameter steel reinforcement cage fiber enlarged footing anchor rod;

fig. 39A is a perspective view of an expanded bearing plate (fiber) enlarged head anchor rod; fig. 39B and 39C are schematic views illustrating the compression plates of fig. 39A being contracted and expanded;

fig. 40-63 are schematic structural views of 12 pairs of expandable bearing plates in retraction and expansion;

fig. 64-71 are schematic views of the structure of 4 contracting and expanding the integral expansion bearing plate;

fig. 72-84 are top views of partially expanded bearing plates.

Detailed Description

As shown in the figure, the anti-corrosion device comprises a limiting plate 1, a power spring 2, a sliding ring 3, a sliding ring extending side (or outer ring) 3-1, a linkage rod 4, a rod body 5, a sleeve 5-1, an anti-corrosion coating 5-2, anti-corrosion grease 5-3 and an anti-corrosion sleeve 5-4; the device comprises a limiter 6, a bearing plate 7, a lower linkage rod 8, a pin shaft 3-2 and a movable pin shaft 3-3; safety pin 9, restraint ring 10, seal 11, clamp 12, grouting pipe 13, bladder 14, concrete (grouting) 15. The outer side of the sliding ring 3 is fixed with the extending side (or outer ring) 3-1 of the sliding ring for fixing the pin shaft 3-2, and the pin shaft 3-2 is movably fixed at the upper end of the linkage rod 4.

The concrete water-stop joint comprises a rod body matching method nut 16, a concrete cushion 17, a concrete bottom plate 18, a reinforcing steel bar 19 and a water-stop adhesive tape 20. An elastic ring or ball 21, a leaf spring 22, a compression spring 23; 3-2 parts of a pin shaft, 5-2 parts of an anticorrosive coating, 5-3 parts of anticorrosive grease and 5-4 parts of an anticorrosive sleeve; for example, the power spring 2 and the sliding ring 3 are sleeved on the rod body;

the sliding ring is provided with an extending side 3-1, and the sleeve 5-1 is a sleeve on the anchor rod body; the bearing plate 7 can be a flange-shaped nut, a flange or a flat plate with a hole, and the center of the bearing plate is provided with threads for fixing the lower end of the anchor rod body; the central unthreaded part extends out the lower end of the anchor rod and then is fixed by a nut.

The structure of the pressure bearing plate 7 and the lower linkage rod has various structures. The enlarged head opening modes include but are not limited to: springs, spring leaves, elastic rings, elastic balls, elastic rods, compression bags, counterweights, dead weights, vibration, hydraulic jacks (rods), pneumatic jacks (rods), external forces such as high-pressure gas or liquid impact, natural opening and other opening modes. 23 compression springs, 24 sheet springs, 26 hydraulic rods or pneumatic rods, and 3-7 torsion springs (which can be used as power for expanding and unfolding independently); the anchor rod body can cooperate high-strength nut locking prestressing force, can use fibre reinforced concrete with the anchor rod body and with the concrete of anchor section. When the safety pin is not released, the safety pin is a controlled rod to enable the restraint ring to encircle the linkage rod or the lower linkage rod, the power spring 2 is kept in a power supply state, and when the safety pin is opened, the restraint sleeve is released, and the restraint sleeve is scattered or moves to the pin shaft position at the end part of the linkage rod or the lower linkage rod. The movable ends of the linkage rod 4 and the lower linkage rod 8, namely the movable pin shaft, are opened outwards, and if the lower linkage rod is opened to the horizontal position, the expanded bearing plate is formed, and at any angle, the concrete framework of the expanded head is formed.

The tensile fiber anchor rod body is mainly characterized in that tensile fibers are prepared into a rod body, at least one end of the tensile fiber rod is provided with threads, the two ends of the tensile fiber rod are provided with threads, the threads are connected into an anchor rod with a longer specification, a nut is required to be installed when a bearing plate is installed at the bottom end of the anchor rod, the threads are matched with the nut, and the tensile fiber rod body and the threads are both glued and coagulated into the rod body and the threads by using the tensile fibers and resin.

The anchor rod body can be a bonded or unbonded matched tensile fiber rod body, the high-strength nut can lock prestress when external stress is applied, and fiber reinforced concrete can be used with the anchor rod body and concrete of the anchoring section. The diameter may be above 32 to 100 mm. In order to prepare threads, the full-length or partial finish-rolled deformed steel bar of the anchor rod with the diameter of 8-50 mm is used as a lining of a tensile fiber rod body; in particular, the finish-rolled thread steel is used as the lining of the thread part, and more than half of the cross section area of the lining is a pulling fiber body.

The tensile fiber shaft is formed by winding a fabric of the tensile fiber, and then impregnating, gluing and coagulating the fabric with resin. The warp and weft of the fiber need to be considered; the tensile fiber is a tensile fiber anchor rod body formed by carbon fiber, basalt fiber or aramid fiber, and the tensile fiber anchor rod body connects the segmented tensile fiber rod body into a tensile fiber rod body structure with the length reaching the requirement through connecting nuts and threads at the end parts.

The fixed part of the bottom end part of the tensile fiber rod body is provided with an expansion head framework, and the expansion head framework comprises a telescopic linkage rod, a reinforcing steel bar cage or a variable-diameter reinforcing steel bar cage with a diameter capable of being expanded; concrete or cement mortar, cement paste or one of other curable materials is poured on the tensile fiber rod body and the expansion head framework and is solidified into an anchor rod and an expansion head; the anchor rod is wrapped by applying concrete or cement mortar, cement paste or other curable materials under the condition of applying stress, and is solidified.

The bottom end part of the tensile fiber rod body can also be independently provided with a bearing plate, or the bearing plate is combined with the expansion head framework. It is also illustrated that the bottom end of the tensile fiber rod body can be provided with an unexpanded head skeleton or an anchor rod head combined with a pressure bearing plate.

The expansion head is also very useful by adopting the bag, the reinforcing cage arranged at the bottom end part of the tensile fiber rod body is a through head or the expansion head, and the reinforcing cage is sleeved in the bag or a special bag. Reference may be made to the applicant's prior application in combination with a sachet:

the metal material and the nonmetal material are compounded into one or more steel cores, and one of concrete or cement mortar, cement paste or other curable materials is poured and solidified into the anchor rod or/and the expansion head.

After the tensile fiber, especially aramid fiber, carbon fiber or basalt fiber, is prepared into a fabric, the metal material and the nonmetal material are compounded, namely one or more steel cores (poured) are used as the shapes of tensile fiber rod bodies, including but not limited to cylinders and bamboo joint-shaped cylinders; polygonal (tangent to circle) cylinder, circle/rectangle, square, ray, ring, etc. The cross-sectional plane figure can be a circle (ellipse), a polygon (comprising a triangle, a rectangle, a trapezoid, a parallelogram, a pentagon and a hexagon), a rhombus, a sector, a bow, L, H, S, U, a pi, a C, V and the like; the specification, model, shape, size, material and various parameters can be adjusted. The tensile fiber comprises a high polymer material, graphene, a carbon element related material and a tensile fiber prepared from a composite material of the materials; a reinforcement cage or a (diameter-variable) reinforcement cage capable of expanding the diameter is arranged at the bottom end part of the tensile fiber rod body; applying one of concrete or cement mortar, cement paste or other curable materials to the tensile fiber rod body and the reinforcement cage, and solidifying the tensile fiber rod body and the reinforcement cage into the anchor rod.

The tensile fiber is used for preparing the fiber bar, the fiber bar can replace a steel bar, and the forming process adopted by the tensile strength fiber bar is pultrusion. Pultrusion: the drawing fiber yarn (mainly 12K and 24K carbon fiber yarn is generally adopted) is impregnated with epoxy resin, and then is heated to about 130 ℃ and solidified and molded at high temperature.

The fiber prepreg is the key in the preparation of the fiber rib, most of the fiber ribs are made by adopting a die pressing process, most of the production and processing components are also made by cutting the fiber prepreg according to the specification and model of the required sheet material by laser according to the fiber rib rod, and the layer is laid on a smooth thick steel plate. The orientation of the lamination of the fiber prepreg is specified by the tensile strength, shear stress and strength of the sheet. The order of laying, the laying orientation contains the angle of the tensile fiber: 0 °, ± 45 °, 90 °. The order of stripping must be selected according to the type of load applied throughout a particular lay, i.e. to facilitate maximum application of the fiber optic line in the shaft. The performance is excellent. When whole preimpregnation material has already levels, send it to the press and fix at certain high and high-pressure.

According to the design requirement of applying prestress, the tensile fiber rod is prepared into a non-adhesive rib.

The invention has good effect when being applied to the prestressed anchor rod, and the prestressed anchor rod has no large displacement on the whole although the prestressed anchor rod has deformation. Prestressing force is applied and pouring is carried out in construction, and prestressing force is applied after field operation, so that the tension effect of the anchor rod is improved. Meanwhile, the construction engineering of the invention is simpler, and the construction of the foundation is basically not influenced. Has positive effect on improving the engineering quality and the safety.

The invention especially combines the anchor rod body and the lower end with the reducing reinforcement cage (connecting) and the grouting body or the concrete anchor head to obtain a strong foundation support in mechanics, and the stretching resistance transmission is reliable, which can improve the stretching resistance of the anchor rod by more than 2 times. The main reinforcing steel bar welding or the special nut connector of stock owner reinforcing steel bar lower extreme reducing steel bar cage connect, can guarantee the reliability of connecting, and the main reinforcing steel bar of reducing steel bar cage can need not to adopt the high-quality reinforcing steel bar of enduring the high stress.

The fiber concrete is prepared on the anchor rod body and the anchored enlarged head, the strength of the fiber concrete is obviously enhanced, and the fiber concrete can be matched with the tension of the anchor rod.

The four kinds of fiber concrete poured are respectively: steel fiber concrete (SFRC), glass fiber concrete (GFRC), carbon fiber concrete (CFRC), and synthetic fiber concrete (SNFRC).

The fiber concrete refers to the reinforced concrete, and is a composite material integrating multiple functions and structural performance, which is called CFRC for short. Mainly comprises common concrete added with a small amount of carbon fiber with certain shape and superfine additives (dispersing agent, defoaming agent, early strength agent and the like). Compared with common concrete, it has not only better mechanical property, but also many excellent characteristics.

Compared with common concrete, the carbon fiber reinforced concrete not only has increased tensile strength, but also shows good toughness. This is because the fiber needs to absorb a lot of energy due to the pulling out. Comparison experiments show that when a small amount of carbon fibers (the mass percentage content is about 0.6%) are added into concrete, the tensile strength and the tensile ductility of the material are respectively improved by 30% and 25%. In addition, the dry shrinkage value of the carbon fiber doped concrete in the same age period is obviously reduced compared with that of the common concrete, and the experimental data show that the dry shrinkage value of the carbon fiber doped concrete in 28 days is reduced by 32 percent.

PAN-based carbon fiber is used for reinforcing cement, and the performance of the PAN-based carbon fiber is superior to that of general asphalt-based carbon fiber in performance. The reinforcing ribs formed by impregnating PAN-based carbon fiber filaments with epoxy resin and curing are sold on the market instead of the existing reinforcing steel bar products.

The carbon fiber reinforced concrete artificial rock and the CFRC artificial rock are carbon fiber reinforced concrete prepared by stirring carbon fibers in cement and are used for landscaping engineering. Compared with the GRC artificial rock, the CFRC artificial rock has the advantages of obviously superior salt corrosion resistance, ultraviolet irradiation resistance and the like to the GRC, has the advantages of high temperature resistance, freeze thawing resistance, dry-wet change resistance and the like, is a cement-based material with excellent durability, and is suitable for bank protection and slope protection in various natural environments such as coastal regions and the like. Because of strong plasticity, the artificial landscape is more suitable for recreating various landscapes such as landscape architecture, relief sculpture, billboard and the like.

Carbon fibers have an excellent denier (one of which is expressed in grams of 9000 meters of fiber), typically only about 19 grams; the pulling force is up to 300 MP/square millimeter; and a series of excellent performances such as high temperature resistance, corrosion resistance, electric conduction, heat transfer, small expansion coefficient and the like. Few other materials currently have as many excellent properties as carbon fibers. The general-purpose carbon fiber has a strength of 1000 megapascals (MPa) and a modulus of about 100 GPa. High-performance carbon fibers are classified into high-strength fibers (strength 2000Pa and modulus 250GPa) and high-modulus fibers (modulus 300GPa or more). The strength is more than 4000MPa and is also called ultra-high strength type; moduli greater than 450GPa are referred to as ultra-high models. With the development of the aerospace and aviation industries, high-strength and high-elongation carbon fibers have also appeared, and the elongation thereof is more than 2%. The most used amount is polyacrylonitrile-based carbon fiber.

The fabric of carbon fiber or basalt fiber is prepared into the framework of the invention: the method specifically comprises the following steps:

1. the carbon fiber or basalt fiber roving fabric is formed by bundling parallel protofilaments or parallel monofilaments. The monofilament diameter of the carbon fiber or basalt fiber used for producing the roving is different from 3-23 mu M. The number of untwisted rovings is from 150 to 9600 (tex). The roving can be directly used in some composite material forming processes, such as winding and pultrusion processes, and can also be woven into roving cloth and fabric due to uniform tension, and in some applications, the roving is further chopped.

One important use of roving is to weave a variety of thicknesses of scrim or unidirectional roving fabric, which is a plain roving fabric that is an important substrate for hand lay-up FRP. The strength of the check cloth is mainly in the warp and weft directions of the fabric, twill roving cloth and one-way roving cloth can be woven under special conditions for occasions requiring high warp or weft strength, and the one-way cloth can be formed by arranging more untwisted rovings in the warp or weft direction and can be cut into narrow strips and woven tapes.

The quality requirement of the square cloth is as follows: the fabric is uniform, the cloth edge is straight, the cloth surface is flat and mat-shaped, and no stain, fluffing, crease, wrinkle and the like exist; secondly, the warp and weft are dense, the area weight, the cloth width and the roll length all meet the standard; thirdly, winding the core on a firm core, and neatly winding the core; fast and good resin permeability; fifthly, the dry and wet mechanical strength of the laminated material made of the fabric can meet the requirement.

2. Carbon fiber or basalt fiber non-woven fabric, the felt piece includes: (1) chopped strand mats, (2) continuous strand mats, (3) surface mats, (4) needled mats, and (5) sewing mats; 3. carbon fiber or basalt fiber fine gauze, carbon fiber or basalt fiber spun yarn fabric; 4. combining carbon fiber or basalt fiber fabric reinforcing materials; the composite cloth reinforced material is formed by combining chopped strand mats, continuous strand mats, untwisted roving fabrics, untwisted rovings and the like in a certain sequence, wherein the chopped strand mats comprise (1) chopped strand mats and untwisted roving fabrics, (2) chopped strand mats comprising the untwisted roving fabrics and the untwisted roving fabrics, chopped strand mats comprising the continuous strand mats comprising the chopped strand mats comprising the untwisted roving fabrics and the untwisted roving fabrics, chopped strand mats comprising the.

Carbon fiber or basalt fiber cloth rod body: the high-performance carbon fiber or basalt fiber matched resin is adopted to be soaked, glued and coagulated into a component, and the purpose of enhancing the bearing capacity and strength of the component is achieved by utilizing the good tensile strength of the carbon fiber or basalt fiber material. The tensile strength of the rod body is high, the density is small, the self weight of the component is small, and the section size is unchanged. High construction efficiency and high durability, and can not rust. The anchor rod is widely applicable to the structural types and structural shapes of various anchor rods. The construction is convenient, large-scale machines and equipment are not needed, wet operation is not needed, fire is not needed, field fixing facilities are not needed, the implementation occupies less space, and the device is suitable for reinforcing and repairing various structural parts of various structural types, such as beams, plates, columns, roof trusses, piers, bridges, cylinders, shells and other structures. The method is suitable for reinforcing and earthquake-proof reinforcement of concrete structures, masonry structures and wood structures in port engineering, water conservancy and hydropower and other engineering, and is particularly suitable for reinforcing structures in complex forms such as curved surfaces and nodes. The strength requirement of the base concrete is not lower than C15. The construction environment temperature is within the range of 5-35 ℃, and the relative humidity is not more than 70%.

Embodiment using an enlarged head anchor: the anchor section of the expansion head is buried; the strongly weathered argillaceous siltstone-sandy mudstone and siltstone layer is controlled to enter the layer by not less than 2.5M, the diameter of the expanded anchoring section is 750MM, and the length of the expanded anchoring section is 2.5M; the common anchor section had a diameter of 250 a and a length of 12.5M.

The application of the invention comprises the following steps of calculating the pulling-resistant bearing capacity of a single expanded-head anchor rod of powdery clay-silty clay, strongly weathered argillaceous silty sand-sandy mudstone, siltstone, moderately weathered argillaceous silty sand-sandy mudstone and moderately weathered siltstone, and calculating the limit bearing capacity and the design bearing capacity of the engineering expanded-head anchor rod according to the engineering geological survey report and the designed anchor rod type and the technical specification of high-pressure jet expanded-head anchor rod (JGJ/T282-2012):

enlarging the cross-sectional size of the head anchor rod: 250/750 (round section), wherein the length of single anchor is 15 meters, the length of common anchoring section is 12.5 meters, the length of the expanded anchoring section is 2.5 meters, the strongly weathered argillaceous siltstone-sandy mudstone and siltstone layer are used as the expanded anchoring section, and the length of the expanded anchoring section is not less than 2.5 meters. The characteristic value of the uplift bearing capacity of the single enlarged head anchor rod is 500 KN.

According to the calculation of the punched bearing capacity in the concrete structure design specification GB 50010-2010, under the action of local load or concentrated counter force, the punched bearing capacity of the plate provided with the stirrup or the bent reinforcing steel bar meets the following requirements, and the punched bearing capacity is realized when the stirrup or the bent reinforcing steel bar is not provided:

F_l≤(0.7β_hf_t+0.25σ_pc,m)ημ_mh₀ (6.5.1-1)

the coefficient η in the formula (6.5.1-1) should be calculated according to the following two formulas, and the smaller value is taken:

preservation of corrosion_{Linkage rod}-local load design value or concentrated counter force design value;

β_h-section height influence coefficient: when h is not more than 800MM, the value is 1; when h is not less than 2000MM, the value is 0.9, and the values are taken according to a linear interpolation method;

σ_pc，m-calculating a weighted average of the effective pre-compressive stresses of the concrete in two directions along the perimeter of the section, the average being preferably controlled to be 1.0N/m²～3.5N/m²Within the range;

u_mcalculating the perimeter of the section, and calculating the perimeter of the section according to the worst perimeter of the vertical section of the plate at the position h0/2 away from the perimeter of the local load or the concentrated reaction force action area;

h₀-effective height of the section, taking the average value of the effective heights of the reinforcing bars in two directions;

η₁-the influence coefficient of the shape of the local load or concentrated reaction force action area;

η₂-calculating the influence coefficient of the ratio of the section perimeter to the effective height of the plate section;

β_slong and short sides of rectangular local load or concentrated counter-force areasThe ratio of the sizes is not larger than 4; when the value is less than 2, taking 2; taking 2 a circular cutting plane;

α_s-column position influence coefficient: taking a middle column 40; taking 30 side columns; the foot pillar is 20.

The punching checking calculation of the anchoring end of the anchor rod bottom plate is as follows:

thickness of the bottom plate: 1000mm (50 mm for bottom layer reinforcing steel bar protection layer and 50mm for top layer reinforcing steel bar protection layer in raft room);

floor concrete designation: c35, corrosion prevention_t＝1.57mPa；

Anchor rod body material: PSB 1080-grade finish-rolled twisted steel with the diameter of 40 mm;

the anchor rod is anchored on the bottom plate by adopting a mode of combining a high-strength nut (with the height of 100mm) and a steel backing plate, and the anchoring scheme is as follows:

h₀＝750mm h＝1000mm>800mm, then beta_h＝1-0.1/1200；

u_mA 3.14 × (750/2+200+750/2) ═ 2983mm rod;

β_swhen 1 is 250/250 ≦ 2.0, then β_s＝2.0；

Punching effect is similar to that of center pillar, then alpha_s＝40

η is 1.0;

preservation of corrosion_{Linkage rod}≤0.7×1×1.57×1×2983×750＝2332kN；

The characteristic withdrawal resistance value of the anchor rod of the enlarged head is anti-corrosion of 500kN, namely the punching force of the anchor rod to the bottom plate is anti-corrosion of 1.35 multiplied by 500kN of 675kN which is not more than 2332kN, so that the requirement is met. Expanding the head anchor rod: the length of a single anchor rod is 15m, the expanded anchoring section is buried in a strongly weathered argillaceous siltstone-sandy mudstone and siltstone layer and enters the layer to be controlled to be not less than 2.5m, the diameter of the expanded anchoring section is 750mm, and the length of the expanded anchoring section is 2.5 m; the diameter of the common anchoring section is 250mm, and the length of the common anchoring section is 12.5 m. The complete enlarged footing stock is the enlarged footing pressure type that forms anchor eye aperture 250mm in the foundation slab, and the total length is 15m, and the stock rod body adopts 1 PSB1080 level prestressed concrete that the diameter is 40mm to coat the plastic corrugated pipe that the diameter is 48mm with the twisted steel for the sleeve pipe, is filled with anticorrosive grease in the sleeve pipe. The characteristic value of the uplift bearing capacity of a single expanded head anchor rod is 500 kN.

The construction scheme is as follows: the construction process of the enlarged head anchor rod comprises the following steps of (1) adjusting construction parameters according to design requirements;

1.1.1 measurement positioning

And popping up hole site reference lines on the base layer according to the axis which is rechecked on site and according to design requirements and stratum conditions. And determining the position of the specific anchor rod according to the reference line, marking by using a joint bar method, and scattering lime marks, wherein the plane positioning deviation of the anchor rod is not more than 100 anchor rods. And informing the supervision and the owner of on-site personnel to recheck and check.

1.1.2 non-enlarged head drilling

Drilling by using a jumbolter: if the diameter of the non-expanded head section rod body of the anchor rod is 200mm, the deviation of the hole position is less than or equal to 100mm, the hole inclination is less than or equal to 1.0 percent, and the hole diameter is more than or equal to 200 mm; and (3) adopting a rotary jet drill bit to perform low-pressure jet hole forming or adopting a drill bit matched with the designed aperture to perform drilling.

1.1.3 high pressure rotary jet reaming, or mechanical reaming.

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

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

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

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

1.1.4 Anchor rod fabrication, transportation and installation

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

If the prestressed unbonded reinforcement is adopted, an anticorrosive grease layer is arranged on the surface of the main reinforcement steel bar, and a plastic film sleeve is arranged outside the anticorrosive grease layer; the anticorrosion grease layer is coated by a anticorrosion grease layer coating device, the anticorrosion grease layer coating device is coated with a polyethylene or polypropylene plastic film without bonding ribs by a plastic extruder, and then a plastic sleeve is formed by a cooling cylinder mold, wherein the sleeve can be made of various materials such as metal, PP, PE, PVC, plastic and the like. The quality requirement of the rod body is as follows: the anchor rod body is made of high-strength steel bars coated with anticorrosive coatings, the adhesive force between the coatings and the steel bar base layer is not lower than 5 anchor rod Pa, the adhesive force between the coatings and the cement base layer is not lower than 1.5MPa, and the coating thickness is more than 280 microns. And b, the steel bars and the centering bracket are firmly bound. c is strictly manufactured according to design requirements and specifications.

1.1.5 anchor rod installation: before the rod body is placed into the drill hole, the quality of the rod body is checked, and the rod body is ensured to be assembled to meet the design requirement. When the rod body is installed, the rod body is prevented from being twisted and bent. After the materials and the manufacturing process are inspected to be qualified, a drilling machine is used for lifting or manually lifting the rod body along the hole wall to send the rod body into the hole for anchoring, the grouting pipe and the anchor rod are simultaneously placed into the hole, and the restraint device is opened after the elevation is designed to enable the expanding type bearing plate to be expanded to the designed diameter; the distance from the end of the grouting pipe to the bottom of the hole is preferably 200mm, the length of the anchor rod inserted into the hole is not less than 95% of the design specification, after the anchor rod is installed, the anchor rod cannot be knocked randomly and cannot be lifted randomly, the verticality is controlled well (the hole slope is less than or equal to 1.0%), and then cement slurry is prepared for grouting (pressure grouting).

1.1.6 grouting with the fiber rod of the invention, the grouting material can be c30 fine-stone concrete doped with fibers or cement paste, cement mortar or other cementing materials with the same strength. The number of test blocks for checking the strength of grouting slurry should not be less than one set per 50 anchor rods. And each group of test blocks is not less than 6. The detection of the strength of the cement paste refers to the standard of basic performance test methods of building mortar (JGJ/T70-2009).

(2) When cement paste is used as a grouting material, the compressive strength of the grouting material is more than or equal to 30 anchor rods Pa, and the water-cement ratio is 0.5. The cement is preferably 42.5-grade ordinary portland cement. The variety and the mixing amount of the additive are determined by experiments.

(3) The grouting guide pipe and the anchor rod body are placed together, and the grouting pipe can bear the pressure of 5.0MPa, so that the grout can be smoothly injected into the hole bottom and fill the whole anchor section of the expansion head. When the grouting material is cement (sand) slurry, a high-pressure grouting process is adopted, the slurry is uniformly stirred and sieved, and the slurry is used after stirring and is used up before initial setting. And determining grouting pressure according to field test conditions, wherein the grouting density of the slurry is ensured. After grouting, stopping grouting when grout overflows from the orifice or when the color and the concentration of the grout discharged from the exhaust pipe are consistent with those of the injected grout. The slurry should be stirred uniformly and used with stirring, and the slurry should be used up before initial setting. And (5) well performing grouting recording work. Due to the shrinkage of the slurry, after the slurry of the anchor rod shrinks, the cement slurry with the same label is supplemented to the top of the hole.

1.1.7 post-setting process of anchor rod body

(1) Construction process flow

Construction preparation → measurement and paying-off → pile machine in place → anchor rod assembly manufacturing → drilling down → drilling up and grouting → vibration sinking into anchor rod assembly → machine moving to the next pile position → construction monitoring.

(1) Vibration sinking anchor rod assembly

After concrete, cement paste, cement mortar or other cementing materials are poured, the anchor rod assembly is inserted into the slurry by using a vibrator immediately, the anchor rod assembly is vertically hoisted and is perpendicular to the upper part of the orifice, then the anchor rod assembly is corrected and positioned, and is pressed into the slurry in the orifice, and the height of the top of the anchor rod is fixed at the designed height.

When the grouting material is fine-grained concrete:

1) the concrete poured underwater should meet the following specifications:

firstly, underwater concrete pouring must have good workability, and the mixing proportion should be determined through tests; the slump is preferably 180-220 anchor rods; the workability is good. No bleeding and segregation phenomena, easy pumping and easy construction; the 28-day compressive strength meets the strength evaluation standard (GB/T50107-2010);

secondly, the sand for pouring concrete underwater is preferably mixed medium sand (superfine sand and artificial sand are respectively 3: 7); the particle size of the coarse aggregate is preferably 5-10 anchor rods (determined according to the selected pouring equipment);

admixture is preferably mixed in the underwater poured concrete.

Fourthly, the c30 fine aggregate concrete is used in the mixing proportion;

2) the construction and use of the catheter should comply with the following regulations:

firstly, the wall thickness of the conduit is preferably 3-5 anchor rods, and the outer diameter of the conduit is preferably 68-70 anchor rods; the diameter manufacturing deviation should not exceed 2mm, the sectional length of the conduit can be determined according to the process requirements, the length of the bottom pipe should not be less than 4mm, and the joint should adopt a double-thread square buckle quick joint;

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

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

3) Water-proof bolt

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

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

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

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

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

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

fifthly, controlling the final pouring amount, preferably controlling the height of over-pouring to be 0.8-1.0m, and ensuring that the strength of exposed pile top concrete reaches the design grade after removing the flash. After grouting is finished at each point, the ball valve must be closed first, then the grouting pipe is disassembled, and the pipe is lifted after the pressure in the pipe disappears.

1.1.8 prestressed tension

Taking the bottom plate as a fulcrum for applying prestress

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

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

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

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

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

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

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

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

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

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

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

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

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

Expanding type pressure bearing plate enlarged footing stock design explanation basis:

1.1 geotechnical engineering investigation report.

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

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

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

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

1.6 building foundation design criteria (GB 50007-2011)

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

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

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

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

1.11 Industrial building anticorrosion design Specification (GB 50046-

1.12 twisted steel for prestressed concrete (GB/T20065-

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

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

2 engineering overview:

2.1 item name; 2.2 this engineering adopts the expansion type bearing plate enlarged footing stock body assembly system as permanent anti-floating component.

2.3 expanding the design parameters of the head anchor rod:

2.4 units of measure (except where noted): 1) length: mm; 2) angle: degree; 3) elevation: m; 4) strength: n/mm²。

3, materials and requirements:

3.1 the used body of rod reinforcing bar of this engineering is PSB1080 grade twisted steel for prestressed concrete, and yield strength fy equals 1080MPa, and fyk equals 1230MPa, and total elongation is not less than 3.5% under the maximum force of twisted steel for prestressed concrete, and the elongation after breaking is not less than 6%. See item 2.2 for details. The rod body reinforcing steel bar is strictly forbidden to be bent and welded for lengthening, and the rod piece positioner is strictly forbidden to be welded for installation.

The cement adopted by the 3.2 grouting material is P.O.42.5, and the quality of the cement meets the regulations of the GB175 of the national standard of Portland cement and ordinary Portland cement.

3.3 the water adopted by the grouting material is drinking water, the water quality for mixing the grouting material meets the existing industry standard of concrete water use JGJ 63, the content of substances harmful to the cement slurry and the rod body, such as acid, organic matters, salts and the like in the mixing water, cannot exceed the standard, and the normal coagulation and hardening of the cement cannot be influenced.

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

3.5 basic performance and use requirements of the anchorage device, the clamp and the connector are in accordance with the regulations of the existing national standard 'technical Specification for the application of reinforcing steel bar anchorage plates' (JGJ 256-2011) and 'anchorage device, clamp and connector for prestressed tendons' (GB/T14370-2015).

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

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

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

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

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

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

4, construction requirement and detection:

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

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

4.2, construction: 4.2.1 construction process: positioning → cement mortar, cement paste, concrete or fiber concrete preparation → jet grouting pile machine or drilling machine drills to the designed depth → high pressure jet grouting or mechanical reaming construction → hole cleaning → hole quality detection → lowering expanding bearing plate expanding head anchor rod body assembly → high pressure pouring cement mortar, cement paste, concrete or fiber concrete → pile forming → stone body strength reaches 90% of the designed strength, prestress tensioning and locking are implemented → the installation of anchoring accessories is completed after the cushion layer is completed.

4.2.2 installation of anchor rod body assembly of enlarged footing

4.2.3 technological parameters:

1. the hole site deviation is less than or equal to 100mm, the hole inclination is less than or equal to 1.0 percent, and the hole diameter is more than or equal to 250 mm.

2. The super-beating depth is 500 mm.

3. The injection pressure of the high-pressure injection reaming is not less than 20MPa, the feeding or lifting speed of the nozzle is 10-25 cm/min, and the rotating speed of the nozzle is 5-15 r/min.

4. The anchor rod anchoring slurry is C30 cement mortar, cement slurry, concrete or fiber concrete with the same strength.

4.3 anchor rod construction:

4.3.1 the diameter of the formed hole is 250mm, the deviation of the hole position is not more than 100mm, and the allowable error of the length is plus 100/-30 mm.

4.3.2 after reaming, immediately putting down the assembled enlarged head anchor rod body assembly, grouting in time and completing continuous grouting of a single anchor rod within 1 hour.

4.3.6 the grouting slurry should be stirred evenly, used at any time, used up before initial setting and prevented from being mixed with stones and impurities before use. Commercial concrete or mortar can also be adopted, and the strength of the anchoring slurry is not lower than 30 MPa.

4.3.7 when the color and concentration of the grout overflowing from the orifice is consistent with that of the injected grout, the grouting can be stopped when the grouting height reaches 0.8-1.0m above the standard height of the construction surface of the anchor rod.

4.3.8 when the anchoring slurry size reaches the strength not lower than 90% of the design requirement, removing the slurry and leveling to the anchor rod construction surface elevation (the entering structure bottom plate is not lower than 50mm), and implementing the prestress tension locking.

4.3.9 this project should be prestressed and locked after the anchoring slurry strength reaches 90% of the design strength. Before prestress is applied, the steel backing plate for locking prestress and the high-strength nut are brushed with epoxy resin anti-corrosion paint with the thickness of not less than 280 microns.

4.3.10 after the cushion layer is finished, the installation anchoring fittings are integrally cast with the structural bottom plate.

4.4.1 after this engineering stock construction is accomplished, should carry out the acceptance test after the slip casting body intensity reaches 80% of design intensity, the quantity of acceptance test is 5% of total root, and is not less than 5, and the maximum load of acceptance test is 1.5 times of resistance to plucking design value, and the concrete testing foundation is carried out according to relevant standard regulation.

4.4.2 the number of test blocks for testing the slurry strength is not less than one group per day, and the number of each group of test blocks is not less than 6.

4.4.3 after the construction of this engineering stock is accomplished, should calculus body intensity reach 90% of design intensity and carry out resistance to plucking test, experimental quantity 3, the biggest load of experiment sees variable diameter steel reinforcement cage enlarged footing stock design parameter table in detail.

4.4.4 creep tests are carried out before formal construction of the anchor rods, the tests are carried out according to the creep test item IV in appendix E of building engineering anti-floating design Standard (JGJ 476-2019), and the number of the tests is not less than 3. The test should be loaded to failure.

5.1 the engineering should be taken according to the regulations of anti-floating technical standard of construction engineering (JGJ 476-2019), technical specification of high-pressure jet expanding head anchor rod (JGJ/T282-2012), technical specification of rock and soil anchor rod (cable) (CECS 22: 2005) and other relevant specifications, which are not mentioned in the specification.

The invention has the application range including but not limited to various pile types such as anti-floating, anti-pulling, tensile and anti-compression; the application fields include but are not limited to various categories of building engineering, slope protection, geological disasters and the like. The above description is only exemplary of the present invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. The utility model provides a tensile fibre stock body of rod, characterized by includes tensile fibre pole body, is equipped with the screw thread or leads to long being equipped with the screw thread at tensile fibre pole at least one end, tensile fibre pole body and screw thread are all with tensile fibre and the sticky condensation of resin impregnation become pole body and screw thread.

2. A tensile fibre anchor rod body in accordance with claim 1, wherein the full length or part of the finish-rolled deformed steel bar of the anchor rod of 8-50 mm diameter or other material is used as the lining of the tensile fibre rod body; in particular, finish-rolled thread steel is used as the lining of the thread.

3. A tensile fibre anchor rod body as claimed in claim 1 or claim 2, wherein the tensile fibre body is formed by winding a fabric of tensile fibre and then coagulating the wound fabric by resin impregnated adhesive.

4. A tensile fiber anchor rod body according to claim 1 or 2, wherein the tensile fiber is carbon fiber, basalt fiber, aramid fiber, glass fiber, resin, geotextile, canvas, glass fiber reinforced resin, ultra-high molecular weight polyethylene fiber, boron ethylene, polytetrafluoroethylene, graphene, carbon element-related materials and composites thereof, polymers, high molecular polymer materials, nano materials, metal materials, non-metal materials and the like, and the tensile fiber anchor rod body is formed by connecting the segmented tensile fiber rod bodies through connecting nuts to achieve the required tensile fiber rod body structure.

5. A tensile fiber anchor rod formed by the anchor rod body according to any one of claims 1 to 4, wherein the bottom end part of the tensile fiber anchor rod body is provided with an enlarged head skeleton, and the enlarged head skeleton comprises a telescopic linkage rod, a bearing plate, a steel bar cage or a variable-diameter steel bar cage and a bag capable of enlarging the diameter; and concrete is poured between the tensile fiber rod body and the expansion head framework.

6. A tensile fibre rock bolt according to claim 5, wherein the composite of metallic and non-metallic material is one or more cores and fibre concrete is cast.

7. A tensile fibre anchor rod according to any one of claims 5 to 6, in which one or more cores are cast as a tensile fibre rod body, the shape of which includes a cylindrical, bamboo-like cylinder; a polygonal cylinder; the cross-sectional plane figures are circles, polygons, diamonds, sectors, arches, L, H, S, U, Π, C, V.

8. A tensile fibre anchor rod according to any one of claims 5 to 6, in which the bottom end of the tensile fibre rod body is provided with a bearing plate, a reinforcement cage or an enlarged diameter reinforcement cage, a bladder; and applying concrete to the tensile fiber rod body and the reinforcement cage to solidify into the anchor rod.

9. A tensile fibre anchor rod according to any one of claims 5 to 6, wherein the bottom end portion of the tensile fibre rod body is provided with a reinforcement cage which is a through head or an enlarged head, the reinforcement cage being fitted in the pocket.

10. A tensile fibre bolt according to any one of claims 5 to 6, wherein the tensile fibre rod is formed without tendons according to the design requirements for the application of the pre-stress.