CN117488673A - Pretensioned anchor cable structure, pretensioned anchor cable device and construction method of pretensioned anchor cable device - Google Patents

Abstract

The invention discloses a pretensioned anchor cable structure, a pretensioned anchor cable device and a construction method thereof, comprising a prestressed tendon, an extrusion connecting sleeve and an anchor cup, wherein the extrusion connecting sleeve is extruded and formed at the end head of the prestressed tendon, and two ends of the extrusion connecting sleeve are respectively connected with an anchor connector and an anchor backing plate which can move and be fixed relative to the extrusion connecting sleeve in the axial direction; one end of the anchor cup is detachably connected with a tension rod, the other end of the anchor cup is provided with an anchor hole, and the anchor connector is arranged in the anchor hole; and a spiral rib is arranged on the other side of the anchor backing plate opposite to the anchor cup, and the prestress rib penetrates through the spiral rib. The invention combines the advantages of the pretensioning method and the post-tensioning method, combines two force transmission modes of bond wrapping and end face bearing, rapidly applies enough compressive stress to the prestress anchoring section of the component, avoids the quality problem of the component when bearing load caused by prestress loss due to insufficient bond strength, does not cut the prestress after the tension anchoring, and improves the construction efficiency of a system of a plurality of prestress ribs.

Description

Pretensioned anchor cable structure, pretensioned anchor cable device and construction method of pretensioned anchor cable device

Technical Field

The invention relates to the technical field of bridge construction, in particular to a pretensioned anchor cable structure, a pretensioned anchor cable device and a construction method of the pretensioned anchor cable structure.

Background

The prestress system is divided into a pretensioning method and a post-tensioning method according to the sequence of concrete pouring and tensioning. The pretensioning method has the advantages of simple construction process, uniform prestress distribution of each point on the prestress rib, steel consumption saving (no anchor head on the anchoring end face), and the like, but also has the problems of difficult smooth steering, large prestress loss of the anchoring end face, and the like. The post-tensioning method has the advantages of adapting to any construction working condition, small prestress loss of the anchoring end face and being capable of quickly establishing prestress, but also has the problems of complex construction working procedures, difficult control of grouting quality, difficult control of effective prestress caused by anchor friction and duct friction and the like.

The post-tensioning method construction procedure is as follows: arranging prestressed pore canals, pouring concrete, curing and stretching the penetrating ribs, placing Zhang Maogu, grouting the pore canals (enabling the prestressed ribs and the concrete member to form a whole and simultaneously playing a role in protecting the prestressed ribs from corrosion), and carrying out anti-corrosion treatment on anchor heads. The post-tensioning method mainly utilizes anchor plates at two ends, anchor backing plates and spiral ribs to quickly establish end face prestress, and does not depend on the prestress ribs to anchor.

As disclosed in patent CN103726447a, a method and a system for vertically pre-stressing steel strands of a secondary tensioning low-retraction anchoring system are disclosed, the system is a derivative anchoring system for reducing the pre-stressing loss by a post-tensioning method, and the retraction loss caused by a clip type anchor and the loss caused by the local deformation of the anchor under pressure are counteracted by long-term holding after primary tensioning and then secondary tensioning. The construction procedure is based on the tensioning procedure of the post-tensioning method, and a secondary tensioning procedure is added. The construction flow becomes more complex, and the quality risk of non-compaction of grouting is not solved.

The pretensioning method comprises the following construction procedures: arranging prestressed tendons, tensioning the prestressed tendons, casting concrete, releasing and anchoring, cutting the prestressed tendons and carrying out incision corrosion protection treatment. And after the pretensioning method is used for tensioning, an anchor head is not arranged, and the anchor is carried out only by relying on the bonding performance of the prestressed tendons and the concrete.

As disclosed in patent CN204339983U, a pull rod type integral tensioning device for a pre-tensioning precast slab beam is disclosed, a pre-tensioning prestressed concrete precast member is anchored at two sides of two racks mainly by using a tool, pouring and curing are performed on a concrete member after tensioning is completed, when the designed strength is reached, the prestressed tendons are released and unloaded and cut off, and the prestressed tendons transmit prestress into the concrete member through bond strength between the prestressed tendons and the concrete.

However, the defects of the pretensioned patents are as follows:

1. the technical scheme is to anchor by means of the structure of the outer surface of the prestressed tendon and the self-adhesive force of the concrete, and particularly for the prestressed tendon with the characteristics of smooth surface, high tensile strength, multiple strands of dense strands and the like, when the self-adhesive force of the prestressed tendon and the concrete is small relative to the tensile stress of the prestressed tendon, the prestressed tendon is not supported by the concrete to generate sliding, so that the prestress loss in a certain range at two ends of a component is increased sharply, as shown in test data of fig. 1, the prestress stored in the range is not enough to resist external load, and the design requirement is not met. The pretensioning technique therefore generally fails to use conditions where the pretensioning beam is short or where the end demands pretension are built, such as box girder web vertical beams.

2. According to the technical scheme, the prestress steel bar needs to be cut off, the using amount of the prestress steel bar cannot be saved, the prestress steel bar which is not embedded into concrete cannot be changed into a tool pull rod for repeated use, and the steel loss is increased.

The information disclosed in the background section above is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person of ordinary skill in the art.

Disclosure of Invention

The invention aims to provide a pretensioning anchor cable structure, a pretensioning anchor cable device and a construction method thereof, which are based on the construction procedure of the pretensioning method, combine the advantages of the pretensioning method and the post-tensioning method, quickly apply enough compressive stress to a member prestressed anchorage section through combining two force transmission modes of bond wrapping and end face bearing, avoid the quality problem of the member when bearing load caused by the prestress loss due to insufficient bond wrapping force, simultaneously save the grouting procedure due to the adoption of the pretensioning construction procedure, avoid the risk of prestress corrosion caused by grouting quality, do not cut the prestress after the tension is released, and improve the construction efficiency for a system of a plurality of prestress ribs.

In order to achieve the above object, the present invention has the following technical scheme:

the pre-tensioning anchor cable structure comprises a prestressed rib, an extrusion connecting sleeve and an anchor cup, wherein the extrusion connecting sleeve is formed at the end head of the prestressed rib in an extrusion mode, and two ends of the extrusion connecting sleeve are respectively connected with an anchor connector and an anchor backing plate which can move axially and be fixed relative to the extrusion connecting sleeve; one end of the anchor cup is detachably connected with a tension rod, the other end of the anchor cup is provided with an anchor hole, and the anchor connector is arranged in the anchor hole; and a spiral rib is arranged on the other side of the anchor backing plate opposite to the anchor cup, and the prestress rib penetrates through the spiral rib.

Specifically, the outer circular surface of the extrusion connecting sleeve is provided with external threads, and the middle parts of the anchoring connector and the anchoring backing plate are respectively provided with internal threaded holes matched with the external threads of the extrusion connecting sleeve.

Specifically, the rim of a cup at one end of the anchor cup is provided with internal threads, and the end part of the tension rod is provided with external threads matched with the internal threads of the anchor cup.

Preferably, the anchoring connector is a conical connector, the anchoring hole is a conical anchoring hole, and the conical connector is arranged in the conical anchoring hole.

Preferably, the anchoring connector is a spherical connector, the anchoring hole is a spherical surface anchoring hole, and the spherical connector is arranged in the spherical surface anchoring hole.

The invention also provides a pretensioning anchor cable device, which adopts the pretensioning anchor cable structure and further comprises a bearing bracket, wherein a tension rod I and a tension rod II at two ends of the prestressed tendon respectively penetrate out of a fixed end and a tension end of the bearing bracket, and an anchor withdrawing device and a bearing nut I are sequentially arranged at the end part of the tension rod I penetrating out of the fixed end; the tensioning device is characterized in that limit nuts and bearing nuts II are respectively arranged on the tensioning pull rods II which are positioned on the inner side and the outer side of the tensioning end, tensioning racks are further arranged on the outer side of the tensioning end, the tensioning pull rods II penetrate through the tensioning racks and are provided with tensioning nuts, and a jack is arranged between the tensioning racks and the fixed end.

The invention also provides a construction method of the pretensioned anchor cable device, which adopts the pretensioned anchor cable device and comprises the following steps:

s1: a bearing bracket is built, the pretensioned anchor cable structure is installed and connected, and a bearing nut I, a bearing nut II, a tensioning nut, a limiting nut and an anchor withdrawing device are installed on two sides of the bearing bracket;

s2: tensioning the pretensioned anchor cable device by using a bearing bracket and a jack, adjusting an anchor backing plate and a spiral rib to a preset position after tensioning to control stress, and locking a bearing nut II at a tensioning end;

s3: pouring a concrete member, and curing to meet the design requirement;

s4: locking the limit nut, and unloading and releasing the jack when the jack at the tensioning end stretches to the rotatable knob bearing nut II, wherein the nut II is Niu Songcheng; simultaneously, starting a fixed end anchor withdrawing device, and unloading and releasing;

s5: after the tensioning is finished, the contact surfaces of the anchor connectors and the anchor cups are separated, and then the anchor cups and the anchor connectors are disassembled according to Niu Song, so that the pretensioned prestressed concrete member is manufactured.

The invention has the beneficial effects that:

1. the pretensioning method adopts the design that the anchor head participates in force transmission, and the end bearing backing plate and the spiral ribs are used for expanding the force transmission area, so that the load is transmitted without purely relying on bond friction, the two ends of the member for applying the prestress store enough stress, and the prestress loss caused by the elastic retraction of the steel strands at the two end surfaces is reduced.

2. The steel strand anchoring form adopts an extrusion type anchor head, the anchoring position of the steel strand is fixed, and the retraction loss of the prestressed tendons similar to the clip type anchor is avoided. The anchor head full-thread structure is extruded, so that the position of the backing plate spiral rib is adjustable after prestress tensioning, and the production error, the tensioning elongation error and the construction installation error of the cable length are corrected, so that the position of a pouring template is adapted, and the prestress is ensured to be applied from a design requirement position.

3. The scheme adopts a conical surface contact structure or a spherical surface contact structure at the anchoring connection part, and adopts a combined structure at the anchoring connection part. The conical structure can be self-adaptive when being stretched to enable the connecting sleeve and the extrusion anchor head to be coaxial, after the force is removed, the screw thread of the knob is tapped firstly to withdraw from the conical surface contact, so that the separation is facilitated, and the spherical structure improves the problem of generating different axes, so that the combined structure can be withdrawn from the separation easily after the force is removed even when the components are different in the use process.

4. The prestressed tendons which are not pre-embedded into the concrete in the scheme are changed into tool pull rods for repeated use, so that the purposes of reducing steel loss and improving economy are achieved.

Drawings

FIG. 1 is a schematic diagram of pretensioned anchor-free backing plate test data in the background of the invention.

Fig. 2 is a schematic view of a pretensioned cable structure according to embodiment 1.

Fig. 3 is a schematic view of a first embodiment of a pretensioned cable structure according to example 2.

Fig. 4 is a schematic view of a second embodiment of a pretensioned cable structure according to example 2.

Fig. 5 is a schematic diagram of the conventional connection structure of embodiment 2 applied to the pretensioning method.

Fig. 6 is a schematic view of a pretensioned cable bolt assembly according to example 3.

Fig. 7 is a flow chart of a construction method of a pretensioned cable apparatus according to embodiment 3.

In the figure, 1-pull rod, 101-pull rod I, 102-pull rod II, 2-anchoring connector, 3-anchor cup, 4-extrusion connecting sleeve, 5-anchor backing plate, 6-spiral rib, 7-prestressed rib, 8-bearing bracket, 9-anchor withdrawing device, 10-bearing nut I, 11-limit nut, 12-bearing nut II, 13-tensioning rack, 14-tensioning nut, 15-jack, 16-concrete member and 17-pretensioned anchor cable structure.

Detailed Description

To describe the technical contents of the present invention in detail, the achieved objects and effects will be described below with reference to the embodiments in conjunction with the accompanying drawings. In the description of the embodiments, it should be understood that terms indicating orientation or positional relationship are based on the orientation or positional relationship shown in the drawings, and are merely for convenience in describing the embodiments and simplifying the description, and are not indicative or implying that the apparatus or elements in question must have a particular orientation-be constructed and operated in a particular orientation and therefore should not be construed as limiting the present invention.

Example 1

According to an embodiment of the present scheme, as shown in fig. 2, a pretensioned anchor cable structure mainly includes: tension rod 1, anchor connector 2, anchor cup 3, extrusion adapter sleeve 4, anchor backing plate 5, spiral muscle 6, prestressing tendons 7.

Tension rod 1: the tensioning rod 1 can also be replaced by other connecting members equivalent to tensioning, such as high-strength steel bars, deformed steel bars, prestressed cables and the like which can be repeatedly used for tensioning operation;

the anchor connector 2 and the anchor cup 3 are used for connecting the extrusion connection 4 sleeve and the anchor connection component of the tension rod 1. The extrusion connecting sleeve 4 is fixedly connected with the concrete before being put on tension and unloaded, so that the form of a combined sleeve is adopted to correct the problems of stress concentration and difficult disassembly caused by the influence of different axes caused by construction errors;

extrusion connecting sleeve 4, prestressed tendons 7: the extrusion connection is performed in an extrusion mode, internal stress between metal is generated between the extrusion connection device and the prestressed rib 7, the prestressed rib 7 and the extrusion connecting sleeve 4 are anchored in a holding mode, connecting measures such as threads or bolt clamping grooves are formed in the outer surface of the prestressed rib 7, and the relative positions of the anchor backing plate 5 and the anchor connecting head 2 on the extrusion connecting sleeve 4 can be adjusted;

anchor backing plate 5, spiral muscle 6: the anchor backing plate 5 is used for quickly establishing a prestress end face force transmission state and expanding a concentrated load force transmission area, the spiral ribs 6 are used for restraining core concrete locally loaded and improving the bearing capacity of the concrete under the anchor, the anchor backing plate and the spiral ribs are fixedly connected to form a local disturbance area anchor lower force transmission assembly together, and the assembly can be used for adjusting the position on the extrusion connecting sleeve 4 so as to ensure the position for establishing the prestress end.

The connection relation of the structural members is as follows: the extrusion connecting sleeve 4 is extruded and formed at the end head of the prestressed rib 7, and two ends of the extrusion connecting sleeve 4 are respectively connected with an anchor connector 2 and an anchor backing plate 5 which can move axially and be fixedly adjusted relative to the extrusion connecting sleeve; one end of the anchor cup 3 is detachably connected with a tension rod 1, the other end of the anchor cup 3 is provided with an anchor hole, and an anchor connector 2 is arranged in the anchor hole; a spiral rib 6 is arranged on the other side of the anchor backing plate 5 opposite to the anchor cup 3, and a prestress rib 7 penetrates through the spiral rib 6.

The principle of this embodiment is:

the structure of the embodiment is mainly suitable for the construction of a prestress pretensioning method, and because both ends are anchored when a cable body stress unit is manufactured, the relative positions of the extrusion connecting sleeve 4 and the prestress rib 7 are determined, the elongation value generated by tensioning the cable body is calculated and considered when the cable is manufactured, so that the anchor backing plate 5 is controlled to be positioned at the expected position after tensioning. In the process of rope making and construction, manufacturing and construction errors are unavoidable, so that after tensioning, the extrusion connecting sleeve 4 is deviated from the expected position, the anchor backing plate 5 can be adjusted to the expected position through the adjustable attribute of the anchor backing plate 5 at the extrusion connecting sleeve 4, pouring is carried out, when the concrete reaches the strength, and the tool end is unloaded and put to be tensioned, the binding effect of the anchor backing plate 5, the spiral ribs 6 and the prestressed ribs 7 bear and transmit the tensile stress stored by the prestressed ribs 7 together, and the expected pre-stress effect is generated.

When the anchor is unloaded and withdrawn, the anchor cup 3 and the anchor connector 2 are in one-way limit, so that the anchor connecting assembly, the extrusion connecting sleeve 4 and the three are in incomplete rigid contact, and the purposes of reducing or eliminating angle errors caused by construction, facilitating tool disassembly, reducing stress concentration of the anchor connecting assembly and being capable of being repeatedly used are achieved through tapping separation after unloading. When the concrete member 16 is cured to be capable of unloading Zhang Maogu, in order to save steel loss, the cutting off of the prestressed tendons is not adopted, the anchoring form of prestressing and self-holding of concrete is not simply relied on, all steel members which are not embedded in the concrete member are not cut, so that unloading is required at both ends, and the reusable steel members except the extrusion connecting sleeve 4, the anchor pad 5 and the spiral tendons 6 are disassembled, which is an inexistent use of the conventional pretensioning method.

As a preferred embodiment, the cup mouth at one end of the anchor cup 3 is provided with an internal thread, and the end of the tension rod 1 is provided with an external thread which is matched with the internal thread of the anchor cup 3. The anchor connector 2 is the taper connector, and the anchor hole is the taper anchor hole, and the taper connector sets up in the taper anchor hole. The mode that this scheme will dismantle and axial displacement is adjusted all sets up to threaded connection's mode, and simple structure is unified.

Example 2

The traditional pretensioning method adopts an integral connecting sleeve, wherein one end of the connecting sleeve is a connecting clip type anchor, the clip type anchor deflects from a clip piece during tensioning, the condition of different axes of a threaded connection part cannot be generated, the prestress rib is cut off after the anchor is withdrawn and the tensioning is carried out, the connecting sleeve is connected with the prestress rib end to become a free end, and in this case, the tension rod and the connecting sleeve knob can be separated. If the anchor head is buried in the concrete together as a bearing component, the prestressed tendons and the anchor head are not cut off, and both sides of the connecting sleeve are in screw thread rigid connection, as shown in fig. 5, once the tension rod, the connecting sleeve and the extruded anchor head are not coaxial due to construction errors, the three cannot be separated through knob threads.

The present embodiment solves the problems of stress concentration and difficult disassembly of the component due to the influence of the different axes caused by the construction error on the basis of embodiment 1. Wherein the combination set can take two different configurations.

One way is shown in fig. 3, the anchoring connector 2 is a spherical connector, the anchoring hole is a spherical surface anchoring hole, and the spherical connector is arranged in the spherical surface anchoring hole. The spherical contact is adopted, so that the angle error introduced by construction is adaptively deflected during tensioning, and the deflection error is reduced at the rigid connection position.

Alternatively, as shown in fig. 4, the anchoring connector 2 is a conical connector, the anchoring hole is a conical anchoring hole, and the conical connector is arranged in the conical anchoring hole. The conical surface contact is adopted, the angle error introduced by construction is self-adaptively centered during tensioning, the engineering deflection error angle is introduced into the joint of the conical connector with larger gap and higher safety coefficient and the tensioning rod 1, the conical structure is coaxial with the self-adaptive anchor cup 3 and the anchoring connector 2 during tensioning, and the rotary knob threads are tapped after the conical surface contact is removed after the force is removed, so that the separation is facilitated.

Example 3

The embodiment provides a pretensioning anchor cable device adopting the pretensioning anchor cable structure 17 of embodiment 1 and embodiment 2, specifically as shown in fig. 6, the pretensioning anchor cable device further comprises a bearing bracket 8, a tension rod I101 and a tension rod II102 at two ends of a prestressed tendon 7 respectively penetrate out of a fixed end and a tension end of the bearing bracket 8, and an anchor withdrawing device 9 and a bearing nut I10 are sequentially arranged at the end part of the tension rod I101 penetrating out of the fixed end; limiting nuts 11 and bearing nuts II12 are respectively arranged on tension rods II102 positioned on the inner side and the outer side of the tension end, a tension rack 13 is further arranged on the outer side of the tension end, the tension rods II102 penetrate through the tension rack 13 and are provided with tension nuts 14, and a jack 15 is arranged between the tension rack 13 and the fixed end.

The specific construction method of the pretensioned anchor cable device in the embodiment is as follows:

s1: the bearing bracket 8 is built, can be horizontal or vertical in basket construction according to the characteristic of prestressing force applied by the component, and is used for supporting the prestressing tendons 7 to stretch and bear; the pretensioned anchor cable structure 17 is installed and connected, and a bearing nut I10, a bearing nut II12, a tensioning nut 14, a limiting nut 11 and an anchor withdrawing device 9 such as a wedge block anchor withdrawing device, an electric melting anchor withdrawing device, a sandbox anchor withdrawing device and the like are installed on two sides of the bearing support 8 and used for temporary anchoring after tensioning and unloading tensioning force.

S2: and tensioning the pretensioned anchor cable device by using the bearing bracket 8 and the jack 15, wherein the limit nut 11 is in a reserved space and does not contact with the bearing bracket 8. After the anchor backing plate 5 and the spiral ribs 6 are stretched to control stress, the anchor backing plate is adjusted to an expected position; locking the tension end bearing nut II12.

S3: concrete element 16 is poured and cured to meet design requirements.

S4: and the limit nut 11 is locked, so that the pre-tensioning anchor cable is not influenced in the unloading process. When the tensioning end jack 15 is tensioned to the rotatable bearing nut II12, the jack 15 is unloaded and released after the force of Niu Songcheng is applied to the nut II12. At the same time, the fixed end anchor-withdrawing device 9 is started, and simultaneously the sheet is unloaded and released.

S5: after the tension is released, all the stress is transferred to the pretensioned anchor cable device, and the tension rod 1 does not maintain the tensile stress. Then, through the special structure of the anchor cable joint, the contact surface of the anchor connector 2 and the anchor cup 3 is separated firstly, and then the anchor cup 3 and the anchor connector 1 are disassembled in sequence Niu Song. The pretensioned prestressed concrete member 16 is lifted out or the bearing bracket 8 is moved to the position of the next concrete member 16 for manufacturing. Repeating the steps to finally finish the manufacture of the pretensioned prestressed concrete beam.

While the invention has been described in detail with respect to specific embodiments thereof, it will be apparent to those skilled in the art that various modifications and improvements can be made thereto. Accordingly, such modifications or improvements may be made without departing from the spirit of the invention and are intended to be within the scope of the invention as claimed.

Claims (7)

1. The pretensioning anchor cable structure is characterized by comprising a prestressed rib (7), an extrusion connecting sleeve (4) and an anchor cup (3), wherein the extrusion connecting sleeve (4) is formed at the end of the prestressed rib (7) in an extrusion mode, and two ends of the extrusion connecting sleeve (4) are respectively connected with an anchor connector (2) and an anchor backing plate (5) which can move axially and are fixed relative to the extrusion connecting sleeve; one end of the anchor cup (3) is detachably connected with a tension rod (1), the other end of the anchor cup (3) is provided with an anchor hole, and the anchor connector (2) is arranged in the anchor hole; a spiral rib (6) is arranged on the other side of the anchor backing plate (5) opposite to the anchor cup (3), and the prestress rib (7) penetrates through the spiral rib (6).

2. The pretensioned anchor cable construction of claim 1, wherein: the outer circular surface of the extrusion connecting sleeve (4) is provided with external threads, and the middle parts of the anchoring connector (2) and the anchoring base plate (5) are respectively provided with internal thread holes which are matched with the external threads of the extrusion connecting sleeve (4).

3. The pretensioned anchor cable construction of claim 1, wherein: the cup mouth at one end of the anchor cup (3) is provided with an internal thread, and the end part of the tension rod (1) is provided with an external thread matched with the internal thread of the anchor cup (3).

4. The pretensioned anchor cable construction of claim 1, wherein: the anchor connector (2) is a conical connector, the anchor hole is a conical anchor hole, and the conical connector is arranged in the conical anchor hole.

5. The pretensioned anchor cable construction of claim 1, wherein: the anchoring connector (2) is a spherical connector, the anchoring hole is a spherical surface anchoring hole, and the spherical connector is arranged in the spherical surface anchoring hole.

6. A pretensioning anchor cable device adopting the pretensioning anchor cable structure (17) according to any one of claims 1-5, and further comprising a bearing bracket (8), wherein the tension rods I (101) and II (102) at two ends of the prestressed tendon (7) respectively penetrate out of the fixed end and the tension end of the bearing bracket (8), and the end part of the tension rod I (101) penetrating out of the fixed end is sequentially provided with an anchor withdrawing device (9) and a bearing nut I (10); limiting nuts (11) and bearing nuts II (12) are respectively arranged on the tension rod II (102) located on the inner side and the outer side of the tension end, a tension rack (13) is further arranged on the outer side of the tension end, the tension rod II (102) penetrates through the tension rack (13) and is provided with tension nuts (14), and a jack (15) is arranged between the tension rack (13) and the fixed end.

7. A method of constructing a pretensioned cable assembly according to claim 6, comprising the steps of:

s1: a bearing bracket (8) is built, a pretensioned anchor cable structure (17) is installed and connected, and a bearing nut I (10), a bearing nut II (12), a tensioning nut (14), a limiting nut (11) and an anchor withdrawing device (9) are installed on two sides of the bearing bracket (8);

s2: tensioning the pretensioned anchor cable device by using a bearing bracket (8) and a jack (15), adjusting an anchor backing plate (5) and a spiral rib (6) to a preset position after tensioning to control stress, and locking a bearing nut II (12) at a tensioning end;

s3: pouring a concrete member (16) and curing to meet design requirements;

s4: locking the limit nut (11), and when the tensioning end jack (15) is tensioned to the rotatable bearing nut II (12), unloading the jack (15) to release tension by Niu Songcheng force of the nut II (12); simultaneously, starting a fixed end anchor withdrawing device (9) and unloading and releasing the tension;

s5: after the tensioning is finished, the contact surfaces of the anchor connector (2) and the anchor cup (3) are separated, then the anchor cup (3) and the anchor connector (1) are disassembled according to Niu Song in sequence, and the manufacturing of the pretensioned prestressed concrete member (16) is finished.