CN113910442A

CN113910442A - Production process of high-strength built-in post-tensioned reinforced concrete pole and pole

Info

Publication number: CN113910442A
Application number: CN202111395765.6A
Authority: CN
Inventors: 梁美富; 陈爱君; 陈拓石; 梁红雪; 潘军永; 谢瑜晨; 王晓; 王晖; 林伟; 王小敏
Original assignee: State Grid Zhejiang Electric Power Co Ltd Wenling Power Supply Co
Current assignee: State Grid Zhejiang Electric Power Co Ltd Wenling Power Supply Co
Priority date: 2021-11-23
Filing date: 2021-11-23
Publication date: 2022-01-11

Abstract

The invention discloses a high-strength built-in post-tensioned reinforced concrete pole and a production process thereof, wherein the production process comprises the following steps: evenly weld a plurality of main muscle in pole tip inboard at the steel sheet circle, will erect the circle along axial direction and fix and set up in main muscle inboard, pass spacing dish with main muscle and short muscle and carry on spacingly, penetrate a plurality of prestressing steel strand wires inside the steel sheet circle, sheathe protecting sheathing in the steel reinforcement cage outside of tentatively making and protect the support point, prestressing steel strand wires arrange to target in place, implement twice stretch-draw to prestressing steel strand wires one end and fill the back cover to both ends. The post-tensioned reinforced concrete pole manufactured by the invention can fully play a tensioning role.

Description

Production process of high-strength built-in post-tensioned reinforced concrete pole and pole

Technical Field

The invention relates to a production process of a concrete electric pole and an electric pole obtained by the process, in particular to a production process of a high-strength built-in post-tensioned reinforced concrete electric pole and an electric pole produced by the process, which are mainly suitable for power transmission and distribution lines.

Background

The reinforced concrete pole is applied to a substation framework and a supporting function in a power transmission and distribution line, is divided into a straight pole, a branch pole, a corner pole, a tension pole and a terminal pole according to purposes, and is still widely applied to the substation framework and the distribution line at present. The distribution lines in three-line and four-line cities and villages are mainly aerial, the distribution aerial lines are distributed by a star-and-go chess, the radiation range is wide, the distribution aerial lines are economical compared with cable lines, and the aerial distribution lines mainly play a supporting role and are reinforced concrete poles. Currently, reinforced concrete poles mainly comprise common reinforced concrete poles, prestressed reinforced concrete poles and partially prestressed reinforced concrete poles. The national power grid is mainly applied to common reinforced concrete poles, and the southern power grid is mainly applied to common reinforced concrete poles and partially prestressed reinforced concrete poles. The main angle of the high-strength electric pole is a partially prestressed reinforced concrete electric pole since one time, the invention and creation main methods are to improve the structure and improve the strength grade of concrete, and the prestressed tendons are arranged on the basis of the common reinforced concrete electric pole in a double-layer or alternate mode, and most of the prestressed tendons adopt a pretensioning process.

A pretensioned process is adopted, for example, a prestressed concrete pole and a production process thereof with the publication number of CN101029540A disclose a prestressed concrete pole: the steel reinforcement cage is composed of main reinforcements with equal length, non-prestressed reinforcements, longitudinally distributed erection rings and steel reinforcement meshes externally wrapped with spiral reinforcements, and is assembled with a steel mould, poured with concrete slurry, matched with the mould, stretched for the main reinforcements, subjected to steam curing after centrifugal forming, and demoulded. The invention applied by the above documents is characterized in that the prestressed reinforcement in the main reinforcement adopts a PC steel bar, Fptk is 1420Mpa, the strength of the steel structure and the concrete is innovated, but the method is still a traditional pretensioning method process, is influenced by the inherent defects of the pretensioning method production process, is limited by the bond strength of the concrete, and has limited improvement on the strength and the bending moment of the electric pole.

The bulletin number of ZL 201410005379.5' Large bending moment high strength post-tensioned reinforced concrete pole and the production process thereof discloses a post-tensioned partially prestressed concrete pole: the production process includes setting pre-stressed anchoring steel plates on two sides, passing seamless steel pipe through the hole in the anchoring steel plate, arranging HRB500 common steel bar of steel bar specification phi 16 as non-pre-stressed main bar and seamless steel pipe specification phi 15.5 alternately, and arranging short bars symmetrically step by step to form the steel bar cage. And then hoisting the assembled steel reinforcement cage to a steel mould base of the electric pole, enabling prestressed anchorage steel plate shoulders at two sides of the steel reinforcement cage to clamp a groove, pouring concrete slurry, carrying out centrifugal forming, carrying out natural curing for 21 days, then penetrating the prestressed steel strand through a seamless steel pipe, crimping an extrusion anchor and the prestressed steel strand by a hydraulic press at an anchoring end, then tensioning by an oil press at a tensioning end, filling in a clamping piece to lock the prestressed steel strand after reaching a designed tensioning value, and then sealing caps at two ends. In the invention applied by the above-mentioned documents, the former uses PC steel bar, and the latter uses high-strength prestressed steel non-adhesive 1X 7 prestressed steel strand, and its production process also adopts post-tensioning method. But because the method that the non-prestressed main reinforcements and the prestressed main reinforcements are arranged alternately is adopted, firstly, the diameter specification of the high-strength prestressed reinforcement is influenced by the wall thickness of the electric pole, and the diameter specification can only be below phi 11.1mm and can not be expanded; secondly, the positions of the non-prestressed tendons are occupied by arranging the same layer at intervals, so that the improvement of the bending strength of the electric pole is limited; thirdly, as the prestressed tendons are arranged at the center of the wall thickness at intervals, and an anchoring steel plate shoulder clamp is arranged for realizing post tensioning, the steel pole mould with the steel plate shoulder clamp needs to be provided with a groove in a modified mode, so that the steel pole mould cannot be used universally; after the maintenance strength of the electric pole reaches 70%, the shoulder clamp is still clamped by the die at the stretching end to resist the recoil force of an oil press at the stretching end, and the steel plate shoulder clamp becomes a weak link when the strength of the electric pole is improved and the pressure of the oil press is increased; fifthly, as the prestressed tendons are arranged at intervals on the wall of the electric pole, the sealing caps at two ends of the electric pole can only protrude outside, which brings inconvenience to transportation, stacking, loading and unloading.

Disclosure of Invention

In order to solve the technical problems, the invention provides a production process of a high-strength built-in post-tensioning reinforced concrete pole, wherein prestressed steel strands are moved into an inner cavity of the pole, so that the problems that the diameter of the steel strands for concrete is limited and the post-tensioning effect can be fully exerted can be solved.

The invention adopts the following technical scheme:

a production process of a high-strength built-in post-tensioned reinforced concrete pole comprises the following steps for a whole single pole:

1.1, uniformly welding a plurality of main reinforcements at the tip of an electric pole to the inner side of a steel plate ring, and arranging a combined anchorage at a tensioning end at one end of each main reinforcement;

1.2, fixedly arranging the erection ring on the inner side of the main rib along the axial direction;

1.3, the main ribs and the short ribs penetrate through a limiting disc at the root of the electric pole to limit, and spiral ribs are arranged outside the main ribs and are shaped in a spiral winding mode;

1.4, penetrating a plurality of prestressed steel strands into the steel plate ring, arranging erection ring blank spaces with the same number as the prestressed steel strands in the erection ring, wherein the prestressed steel strands are positioned in the erection ring blank spaces, and one ends of all the prestressed steel strands penetrate through the prestressed steel strand penetrating holes of the fixed end combined anchorage; installing the main reinforcement and the short reinforcement in place and abutting against the shoulder of the fixed end combined anchorage for positioning, and winding the spiral reinforcement on the periphery of the main reinforcement along the whole length to preliminarily manufacture a reinforcement cage;

1.5, sheathing a protective shell on the outer side of the primarily manufactured reinforcement cage to protect a supporting point and a rod root;

1.6, placing the steel reinforcement cage obtained in the step 1.5 into a steel die, sleeving one end of a prestressed steel strand into an extrusion anchor, and fixing one end of the prestressed steel strand; pulling out the other ends of all the prestressed steel strands from the conical anchor holes of the combined anchorage devices, and embedding the tensioning end combined anchorage devices into the steel plate ring to arrange the prestressed steel strands in place;

1.7, pouring concrete slurry, closing a steel mold cover, inserting a clamping piece into a gap between the conical anchor hole and the prestressed steel strand, and applying initial stress to one end of the prestressed steel strand; hoisting the steel mould into a centrifuge for centrifugation, hoisting the steel mould away for balance placement after molding, demolding after 3 days of natural curing, and then naturally curing for 21 days;

and 1.8, performing secondary tensioning on one end of the prestressed steel strand after the strength of the concrete reaches 70%, controlling stress to be stable for a certain time, anchoring, cutting off redundant prestressed steel strand, and filling bottom seals at two ends.

Preferably, the concrete slurry raw materials comprise cement, sand, gravel, water, II-grade fly ash, silica fume, a high-efficiency water reducing agent and steel fibers, and the weight ratio of each component is 1: 1.6-1.92: 2.1-2.49: 0.33 to 0.35: 0.22-0.24: 0.08-0.09: 0.02-0.03: 0.1 to 0.12, and the strength is C80.

Preferably, the prestress steel strand adopts strength values 1860-1960N/mm²The high-strength low-relaxation 1 multiplied by 7 prestressed steel strand with the diameter of 9.50 mm-17.80 mm and the high-strength low relaxation time of less than or equal to 4.5 h; the main bars and the short bars adopt HRB400 and HRB500 common steel bars, and the design values of the tensile strength of the common steel bars are 360-435N/mm²Designed value of compressive strength of 360-410N/mm²The specification of the reinforcing steel bars is phi 14mm to phi 16mm, and the length difference between two adjacent short bars is 2 m.

Preferably, the erection ring is formed by welding an outer erection ring and an inner erection ring into a whole through equally divided connecting steel bars, and an erection ring space for accommodating the prestressed steel strand is formed.

The high-strength built-in post-tensioned reinforced concrete pole produced by the process.

A production process of a high-strength built-in post-tensioned reinforced concrete pole comprises the following steps for a sectional pole:

2.1, uniformly welding a plurality of main reinforcements on the inner side of the steel plate ring at the electric pole section, and arranging a combined anchorage device at the tensioning end at one end of each main reinforcement;

2.2, fixedly arranging the erecting ring on the inner side of the main rib along the axial direction;

2.3, shaping the main ribs and the short ribs at the root of the end of the electric pole in a spiral winding mode through spiral ribs outside the main ribs;

2.4, penetrating a plurality of prestressed steel strands into the steel plate ring, arranging erection ring blank spaces with the same number as the prestressed steel strands in the erection ring, wherein the prestressed steel strands are positioned in the erection ring blank spaces, and one ends of all the prestressed steel strands penetrate through the prestressed steel strand penetrating holes of the fixed end combined anchorage; installing the main reinforcement and the short reinforcement in place and abutting against the shoulder of the fixed end combined anchorage for positioning, and winding the spiral reinforcement on the periphery of the main reinforcement along the whole length to preliminarily manufacture a reinforcement cage;

2.5, placing the reinforcement cage obtained in the step 2.4 into a steel die, sleeving one end of a prestressed steel strand into an extrusion anchor, and fixing one end of the prestressed steel strand; pulling out the other ends of all the prestressed steel strands from the conical anchor holes of the combined anchorage devices, and embedding the tensioning end combined anchorage devices into the steel plate ring to arrange the prestressed steel strands in place;

2.6, pouring concrete slurry, closing a steel mold cover, inserting a clamping piece into a gap between the conical anchor hole and the prestressed steel strand, and applying initial stress to one end of the prestressed steel strand; hoisting the steel mould into a centrifuge for centrifugation, hoisting the steel mould away for balance placement after molding, demolding after 3 days of natural curing, and then naturally curing for 21 days;

2.7, after the strength of the concrete reaches 70%, carrying out secondary tensioning on one end of the prestressed steel strand, controlling the stress to be stable and continuing for a certain time, then anchoring, cutting off the redundant prestressed steel strand,

2.8, at the end connection department mounting flange of pole section, it can to be whole with each pole section is even through the flange at last.

Compared with the prior art, the invention has the following advantages:

1. the invention adopts built-in post-tensioning to move the prestressed tendons into the inner cavity of the electric pole, and structurally solves the problems that steel strands for concrete and non-prestressed main tendons are arranged in the middle of the wall of the electric pole in an annular and alternate mode to occupy the positions of the non-prestressed tendons and improve the strength of the electric pole under the bottleneck pressure, and the problems that the diameter of the steel strands for concrete is limited and the post-tensioning effect can be fully exerted, wherein the publication number is ZL 201410005379.5.

2. The invention adopts built-in post-tensioning, solves the problem that the steel plate shoulder clamp cannot be improved due to the influence of the thickness when the tensile force of the electric pole is increased to a certain value by arranging the anchoring steel plate shoulder clamp and then clamping the shoulder clamp by a mould as a counter force for resisting tensioning in the post-tensioning reinforced concrete electric pole with large bending moment and high strength and the production process thereof, which are disclosed by the bulletin No. ZL201410005379.5, and simultaneously, the steel mould of the electric pole is required to be improved for arranging the steel plate shoulder clamp. After the built-in type is adopted, the electric pole steel die is universal with the existing steel die without transformation, and during post tensioning, the core-shifting jack is adopted to directly jack the rod tip combined anchorage device for tensioning, so that the post tensioning is safe, reliable and convenient.

3. The tensile strength of the nodular cast iron is 400-900 MPa, and the elastic modulus is about 1.3-1.5 multiplied by 105mm²The strength of the combined anchor is equivalent to that of the material-45 steel selected by the flange of the common electric pole, the welding procedure can be reduced by processing the tensioning end combined anchor and the fixed end combined anchor through casting, the labor cost is saved, and the overall cost can be reduced. Because the built-in post-tensioning is adopted, flange connecting rods of the sectional rods are welded into flanges by 45 steel and then welded with reinforcing steel bars to form a reinforcing cage, the combined anchorage device is cast by nodular cast iron into a whole and embedded into a steel plate ring, the steel plate ring is welded with the main reinforcement and is integrated by solidification of concrete, so that the main reinforcement and the concrete form a whole to support the combined anchorage device, and then the combined anchorage device is tightly connected into a whole under the action of the post-tensioning, thereby realizing economy and improving the strength of the electric pole.

4. The T300 carbon fiber protective shell is made of T300 unidirectional carbon fiber prepreg cloth, and one protective shell is sleeved at the root of the electric pole, so that the problem that the pressure is reduced due to the retraction formed when the fixed end combined anchorage generates excessive pressure on the local part of concrete under the action of tension can be solved; another protecting sheathing is on support point upper portion, is based on the destructiveness test of many times to the pole and derives, and the spiral muscle collapses absolutely earlier before the crooked broken wall of pole, so strengthen here and protect the concrete wall, alleviate the power that inside spiral muscle received through retracting, improve pole bulk strength.

5. This pole can be on the basis of the ordinary reinforced concrete pole arrangement of reinforcement in current national standard, through improving concrete strength grade and the post-tensioned tension who joins in marriage 5 ~ 12 prestressing tendons again and exert for the pole bearing capacity increases at double. After prestress, the electric pole is tensioned, so that the concrete becomes an elastic material in a use state. The original brittle material with weak tensile strength and compressive strength is changed into an elastic material with tensile strength through prepressing concrete. After the electric pole meets the situation that strong typhoon breaks through the ultimate bearing capacity, danger is avoided through bending, the electric pole is cracked, the strong wind releases force after passing, the retraction function of the prestress enables cracks to be closed again, the electric pole has self-repairing capability, the electric pole is just like the electric pole capable of bending, destructive pole breakage can not be caused even after overload occurs when the strong typhoon attacks, the electric pole can be straightened after passing the strong wind, the high-strength built-in post-tensioned reinforced concrete electric pole has better safety and reliability, the electric pole strength is improved in a full series, and along with the improvement of the inertia moment, the strength value exceeds the existing national standard value to be larger.

Drawings

FIG. 1 is a drawing of a structure of a tip end of an electric pole

FIG. 2 is a top view of a pole tip tension end structure

FIG. 3 is a structural view of the standing ring

FIG. 4 is a view showing the structure of a protective cap

FIG. 5 is a top view of the protective cap

FIG. 6 is a view of the structure of a tension end combined anchor

FIG. 7 is a top view of the tension end assembly anchor

FIG. 8 is a structural view of the fixing end of the electric pole root

FIG. 9 is a top view of the structure of the fixing end of the electric pole root

FIG. 10 is a structural view of a combined anchorage device for the root fixing end of an electric pole

FIG. 11 is a bottom view of the limiting plate

FIG. 12 is a top view of a fixed end anchor assembly

Fig. 13 is a structure view of the lower pole stretching end

FIG. 14 is a top view of a lower section pole tensioning end structure

FIG. 15 is a structural view of a combined anchorage device at the tensioning end of a lower section of an electric pole

FIG. 16 is a bottom view of the flange of the tension end of the lower section pole

FIG. 17 is a top view of the combined anchorage device at the tensioning end of the lower section of the pole

FIG. 18 is a structural view of the upper pole fixing end

FIG. 19 is a view showing the structure of an anchorage assembly for the fixed end of an upper pole

FIG. 20 is a bottom view of the upper pole fixing end structure

FIG. 21 is a view showing the structure of the joint of the segment poles

Fig. 22 is an upper pole structure view of a sectional pole

Fig. 23 is a lower pole structure view of a sectional pole

Fig. 24 is a middle pole structure view of a sectional pole

Figure 25 is the structure of the whole electric pole

FIG. 26 is a main bar short bar reinforcement diagram

FIG. 27 is a reinforcing bar diagram of the built-in prestressed steel strand of the electric pole

In the figure, 1, prestressed steel strands; 2. a tension end combined anchorage device; 3. a clip; 4. a reinforcing rib plate; 5. a steel plate ring; 6. a main rib; 7. a polyethylene protective sheath; 8. welding a seam; 9. concrete; 10. erecting a ring; 11. a concrete protective cap; 12. longitudinal ribs of the protective cap; 13. a protective cap stirrup; 14. external protection reinforcing steel bars; 15. a spiral rib; 16. a conical anchor eye; 17. anchor ring 18, shoulder clamp 19, fixed end combined anchorage device; 20. the steel strand wire fixing device comprises an outer protective sleeve, 21 parts of an extrusion anchor, 22 parts of a positioning shoulder clamp, 23 parts of epoxy mortar, 24 parts of a steel strand wire through hole, 25 parts of a limiting disc, 26 parts of a rib through hole, 27 parts of a standing ring blank, 28 parts of a fixed end flange plate, 29 parts of a tensioning end bolt hole, 30 parts of a tensioning end flange plate; 31. a fixed end bolt hole; 32. the rod body 33, the short ribs 34, the inner frame vertical ring 35 and the connecting steel bars.

Detailed Description

In order to facilitate understanding of the technical solutions of the present invention, the following detailed description is made with reference to the accompanying drawings and specific embodiments.

The tip diameter of the electric pole of the invention adopts various specifications from phi 190mm to phi 350mm along the national standard. The electric pole can be manufactured in sections with the length of 6-15 m and 15m or more, and is convenient to transport so as to adapt to different requirements of power transmission and distribution lines, substation frameworks and the like. The structure of the whole root is phi 190mm × 10m, phi 190mm × 12m, phi 190mm × 15m, phi 190mm × 13m, phi 230mm × 13m, phi 270mm × 13 m; there are sectional mast of various specifications such as 190mm × 15m, 230mm × 18m, 270mm × 15m, 270mm × 18m, 270mm × 27m, 310mm × 15m, 350mm × 15m, etc. The sectional type mainly comprises an upper section and a lower section which are butted, for example, phi 230mmmm multiplied by 18m pole, which can be divided into an upper section 9m and a lower section 9m pole section. Or the sectional type is divided into an upper section, a middle section and a lower section which are butted, and phi 270mm multiplied by 27m can be divided into an electric pole section of an upper section 9m, a middle section 9m and a lower section 9 m. The connection between the upper section and the lower section is realized by the flange through bolts.

For the invention, the tensioning end is the upper end of the graphic direction of the electric pole and is used for tensioning the prestressed steel strand 1, and the fixed end is the lower end of the graphic direction of the electric pole and is used for fixing the lower end of the prestressed steel strand 1.

Example 1

As shown in fig. 1-12 and fig. 25, a production process of a high-strength built-in post-tensioned reinforced concrete pole is used for producing a whole single pole, the single pole is phi 190mm × 15m, the taper of the pole body 32 of the pole is 1: 75, comprising the steps of:

1.1, evenly weld 8 main muscle 6 at the pole tip in 5 inboards at the steel sheet circle, main muscle 6 adopts HRB500 ordinary reinforcing bar, and the size is phi 16mm x 14.8m, and during the welding, there is the thickness of the backing plate who reserves embedding stretch-draw end combination ground tackle 2 between main muscle 6 and the 5 terminal surfaces of steel sheet circle to set up stretch-draw end combination ground tackle 2 in 6 one end of main muscle.

1.2, uniformly arranging erection rings in main reinforcements 6 at intervals of 1000mm along the axial direction, welding the erection rings into a whole by an outer erection ring 10 and an inner erection ring 34 through equally-divided connecting reinforcements 35 to form an erection ring blank 27 for accommodating the prestressed steel strand 1, wherein the erection ring blank 27 is used as an internal support and positioning of the prestressed steel strand 1, and one main reinforcement 6 is an alignment point and is aligned and welded with one connecting reinforcement 35 in the erection rings during installation;

1.3, penetrating the main rib 6 and the short rib 33 through the limiting disc 25 of the fixed end combined anchorage 19 at the root part of the electric pole for limiting, and shaping the main rib 6 in a spiral winding manner through the spiral rib 15; the short ribs 33 comprise two ribs 16mm × 12.5m, 16mm × 10.5m and 16mm × 8.5m, and the short ribs 33 with different sizes are symmetrically and uniformly arranged in a gradient step-by-step grading manner.

1.4, 6 prestressed steel strands penetrate into the steel plate ring 51, erecting ring blank spaces 27 with the same number as the prestressed steel strands 1 are arranged in the erecting ring, then the prestressed steel strands 1 are movably arranged in the erecting ring blank spaces 27, the surface of the prestressed steel strands 1 is provided with a polyethylene protective sleeve 7 with anticorrosion coating, a part of the polyethylene protective sleeve 7 is cut off at the root, the diameter of the polyethylene protective sleeve is 300mm in the embodiment, the polyethylene protective sleeve passes through a steel strand passing hole 24 of a fixed end combined anchorage 19 and is bound on a connecting steel bar 35 through a steel wire; moving the main reinforcement 6 and the short reinforcement 33 to extreme positions and abutting against the shoulder of the fixed end combined anchorage 19 for positioning, then winding two reinforcing steel bars to fix the main reinforcement 6, winding 3 circles of each reinforcing steel bar, continuously winding the spiral reinforcement 15 around the periphery of the main reinforcement 6 along the whole length in a spiral winding manner, densely winding the spiral reinforcement within 1000mm from each end of the electric pole at two ends of the spiral reinforcement 15, and preliminarily manufacturing a reinforcement cage; the specification of the prestressed steel strand 1 is phi 12.70mm multiplied by 15.5m, and the strength value is 1860N/mm²。

1.5, lift up the tip of the steel reinforcement cage of preliminary making, embolia outer protective sheath 20 from the tip in proper order, outer protective sheath 20 is T300 carbon fiber, overlaps respectively in the root of the steel reinforcement cage of preliminary making, the up 100mm department of pole holding point, and in practice, the up 200mm department of pole holding point is the easy cracked point in the pole, so overlap in the pole holding point up 100mm department can protect the holding point.

1.6, placing the reinforcement cage obtained in the step 1.5 into a steel die, cleaning 6 prestressed steel strands 1 penetrating through the steel strand penetrating hole 24, sleeving the prestressed steel strands into an extrusion anchor 21, pressing the extrusion anchor 21 by using a hydraulic press, and fixing one end of each prestressed steel strand 1; and cutting off the redundant part of the polyethylene protective sleeve 7 of the prestressed steel strand 1 at the tip part, penetrating through the conical anchor hole 16 of the tensioning end combined anchor 2, embedding the tensioning end combined anchor 2 into the steel plate ring 5, and pulling out the other ends of all the prestressed steel strands 1 from the tensioning end combined anchor 2 to arrange the prestressed steel strands 1 in place.

1.7, after the prestressed steel strands 1 are arranged in place, pouring concrete slurry 9, trimming steel dies, covering the steel dies, closing a die, fastening steel die closing bolts, cleaning the prestressed steel strands 1 at a tensioning end, inserting a clamping piece 3, installing a tensioning machine at the rod tip side, starting an oil pump, applying initial stress (the initial stress value is 10-15% of control stress) to the prestressed steel strands 1, withdrawing the tensioning machine, integrally hoisting the steel dies into a centrifugal machine, performing centrifugal molding, gradually increasing the rotation speed of the centrifugal machine, rotating the centrifugal machine from low speed to medium speed to 1050 last, and after molding, hoisting the steel strands to be molded in a balanced manner, and then hoisting the steel strands to be molded in a balanced manner; demoulding after 3 days of natural curing, and naturally curing for 21 days;

1.8, after the concrete strength reaches 70%, performing secondary tensioning, slowly applying the secondary tensioning to 2 times of an initial stress value, checking the elongation of the steel strand 1 and reading of an oil meter, after checking that no abnormity exists, gradually tensioning until the control stress is 70% and load is maintained for 2 minutes, checking the elongation of the steel strand 1 again, after the control stress reaches a design value and the load is maintained for 2 minutes, permanently anchoring, withdrawing all tensioning machines, cutting off the redundant prestressed steel strand 1 by a grinding machine, filling epoxy mortar at the tip of the electric pole, pressing into a protective cap 11, and sealing the bottom by the epoxy mortar at the root of the electric pole.

The concrete slurry comprises the following raw materials of cement, sand, gravel, water, class II fly ash, silica fume, a high-efficiency water reducing agent and steel fiber, and the weight ratio of each component is 1: 1.6-1.92: 2.1-2.49: 0.33 to 0.35: 0.22-0.24: 0.08-0.09: 0.02-0.03: 0.1 to 0.12, and the strength is C80.

The prestress steel strand 1 adopts strength values 1860-1960N/mm²The high-strength low-relaxation non-adhesive 1 x 7 prestressed steel strand with the length of 1000h being less than or equal to 4.5% and the diameter of 9.50 mm-17.80 mm is provided with a polyethylene protective sleeve 7 on the prestressed steel strand 1 and is filled with II type anti-corrosive lubricating grease; the main ribs 6 and the short ribs 33 adopt HRB400 and HRB500 common steel bars, and the design values of the tensile strength of the common steel bars are 360-435N/mm²Designed value of compressive strength of 360-410N/mm²The steel bar specification is phi 14mm to phi 16mm, and the length difference between two adjacent short bars 33 is 2 m.

The outer protective sleeve 20 is made of T300 unidirectional carbon fiber prepreg cloth with the specification of 300mm and 500mm, a mold is manufactured according to the actual tip diameter of the electric pole, three layers of the outer protective sleeve are wound, and the outer protective sleeve is formed by drying.

The specification of the outer erection ring 10 is phi 6mm, the specification of the inner erection ring 34 is phi 8mm, the connecting steel bars 35 are welded with the outer erection ring 10 and the inner erection ring 34 according to the number of the built-in prestressed steel strands 1 to form a plurality of equally-divided erection ring spaces 27, and the specification of the connecting steel bars 35 is phi 8 mm. The erection rings are arranged on the inner side of the main rib 6 along the whole length of the electric pole, and are uniformly arranged at intervals of 1000 mm. The spiral rib 15 is continuously wound in a circle by circle around the main rib 6 along the whole length of the electric pole in a spiral winding mode, the spiral rib 15 is densely wound in the two ends of 1000mm, and the specification of the spiral rib 15 is phi 4 mm.

The tensioning end combined anchorage device 2 is made of nodular cast iron and comprises a tensioning end anchorage device body, an anchor ring 17 extending into the steel plate ring 5 and a shoulder clamp 18 arranged on the anchor ring 17. The tensioning end anchorage device body is also provided with a reinforcing rib plate and a conical anchorage hole 16. The shoulder part of the anchor body at the tensioning end is embedded into the steel plate ring 5.

The fixed end combined anchorage 19 is made of nodular cast iron and comprises a fixed end anchorage body, a positioning shoulder clamp 22 positioned at the lower end of the fixed end anchorage body, a steel strand penetrating hole 24 positioned on the fixed end anchorage body, a main rib limiting disc 25 and a main rib penetrating hole 26 positioned on the main rib limiting disc 25.

Protective cap 11 includes a protective cap body, a longitudinal protective cap rib 12 and a protective cap stirrup 13.

And an outer protective steel bar 14 is arranged outside the steel plate ring 5, and plays a role in sealing the steel plate ring 5 and preventing slurry leakage.

The high-strength built-in post-tensioned reinforced concrete pole produced by the process comprises a reinforcement cage, a concrete body which is formed by pouring concrete slurry 9 and completely covers the reinforcement cage, is integrally in a hollow round table shape and is provided with an outer protective sleeve 20 on the outer side.

The reinforcement cage comprises a group of main reinforcements 6, a group of short reinforcements 33, a group of prestressed steel strands 1, a steel plate ring 5 welded on the outer side of the main reinforcements 6 and an erection ring welded on the inner side of the main reinforcements 6, wherein the main reinforcements 6, the group of short reinforcements and the group of prestressed steel strands are uniformly distributed by taking the axis of a concrete body as a central shaft. The main reinforcement 6 one end still is equipped with and opens the end combination ground tackle 2, opens and draws the end combination ground tackle 2 and imbeds in the

steel sheet circle

5, 1 one end of prestressing force strand wires stretches into and has inserted the clamping piece 3 from the toper anchor eye 16 of opening and drawing end combination ground tackle 2, prestressing force strand wires 1 sets up and supports and fix a position in the erect circle blank 27 of erecting the circle, main reinforcement 6 passes the spacing dish 25 of stiff end combination ground tackle 19 with

short muscle

33, 1 other end of prestressing force strand wires passes and overlaps from steel strand wires pass hole 24 and have extrusion anchor 21, spiral muscle 15 is along pole overall length at the periphery of main reinforcement 6 according to the continuous winding of spiral winding mode round by round, close winding spiral muscle 15 in both ends 1000mm, spiral muscle 15 specification is 4 mm.

The connecting steel bars 35 are welded with the outer erection ring 10 and the inner erection ring 34 according to the number of the built-in prestressed steel strands 1 to form a plurality of equally-divided erection ring spaces 27, and the specification of the connecting steel bars 35 is phi 8 mm.

The prestressed steel strand 1 is provided with a polyethylene protective sleeve 7 and is filled with type II anti-corrosive lubricating grease.

The invention is different from the prior art in that: the existing electric pole or all reinforced concrete electric poles or part of the prestressed reinforced concrete electric poles which have acquired the invention patent and the invention patent are produced by adopting a pre-tensioning or post-tensioning process, and the prestressed steel strands 1 are arranged alternatively or in double layers around the center of the wall thickness of the electric pole, so the reinforced concrete electric pole is essentially unfolded around the center of the wall thickness of the electric pole, and the diameter increase of the reinforcing steel bar is limited due to the requirement of a protective layer of the reinforced concrete electric pole, and the strength increase is limited. In addition, the flanges are welded by 45 steel with high cost, and the flanges are connected with a reinforcement cage and are formed by welding, and only 45 steel with high cost can be used for manufacturing the pole flanges.

The high-strength built-in post-tensioned reinforced concrete pole is characterized in that 5 to 12 prestressed steel wires are uniformly distributed around the inner cavity of the pole according to the size of the tip diameter of the pole, the arranged prestressed steel wires 1 can be large or small, and the prestressed steel wires 1 are configured according to the pressure bearing capacity and the stress bearing capacity of the pole reinforcement and the nominal diameter of the prestressed steel wires 1 from 9.50mm to 17.8 mm. The shell of the high-strength built-in post-tensioned reinforced concrete pole is the original common reinforced concrete pole, and the strength is improved by reinforcing steel bar configuration and concrete strength improvement. And then the prestressed steel strand 1 is arranged inside to change the original characteristic of the concrete, change the brittle material with the compressive strength into an elastic material, and simultaneously improve the strength of the shell, so that the bending strength of the electric pole is further enhanced.

Example 2: as shown in fig. 13-23, a process for producing a high-strength built-in post-tensioned reinforced concrete pole is used for producing a sectional type pole, in particular for producing a diameter 230mm x 18m sectional type pole, and comprises a 9m upper section pole and a 9m lower section pole. The upper section is phi 230mm x 9m, the lower section is phi 350mm x 9m, the taper of the two pole bodies 32 is 1: 75, comprising the steps of:

2.1, uniformly welding 10 main reinforcements 6 at the tip of the electric pole on the inner side of a steel plate ring 5, wherein the main reinforcements 6 adopt HRB500 common steel bars, the size is phi 16mm multiplied by 8.8m, and during welding, the thickness of a cushion plate embedded into the tensioning end combined anchorage device 2 is reserved between the main reinforcements 6 and the end surface of the steel plate ring 5 at the tip, and the tensioning end combined anchorage device 2 is arranged at one end of the main reinforcements 6; for the upper section of the electric pole, the root of the electric pole is also provided with a steel plate ring 5 welded at the outer side of the main rib 6, and the thickness of a cushion plate for reserving the embedded fixed end combined anchorage 19 is arranged between the main rib 6 and the end surface of the steel plate ring 5 at the root.

2.2, uniformly arranging the erection rings in the main reinforcements 6 at intervals of 1000mm along the axial direction, welding the erection rings into a whole by the outer erection rings 10 and the inner erection rings 34 through equally-divided connecting reinforcements 35 to form erection ring spaces 27 for accommodating the prestressed steel strands 1, using the erection ring spaces 27 as internal supports and positioning of the prestressed steel strands 1, and aligning and welding one main reinforcement 6 serving as a calibration point with one connecting reinforcement 35 in the erection rings during installation;

2.3, for the upper section of the electric pole, shaping the main rib 6 and the short rib 33 at the root of the electric pole in a spiral winding mode outside the main rib 6 through the spiral rib 15; for the lower end electric pole, the main rib 6 and the short rib 33 penetrate through the limiting disc 25 of the fixed end combined anchorage 19 at the root part of the electric pole for limiting, and are shaped outside the main rib 6 in a spiral winding mode through the spiral rib 15; the short ribs 33 comprise two ribs 16mm multiplied by 7m, 16mm multiplied by 5m and 16mm multiplied by 3m, and the short ribs 33 with different sizes are symmetrically and uniformly arranged in a gradient step-by-step grading manner.

2.4, 6 prestressed steel strands 1 penetrate into the steel plate ring 5, erection ring blank spaces 27 with the same number as the prestressed steel strands 1 are arranged in the erection ring, the prestressed steel strands 1 are movably arranged in the erection ring blank spaces 27 and are bound to the connection through steel wiresConnecting the reinforcing steel bars 35, winding two reinforcing steel bars on the main reinforcing steel bars 6 to fix the main reinforcing steel bars 6, winding the spiral reinforcing steel bars 15 continuously in a spiral winding manner one circle after another along the whole length at the periphery of the main reinforcing steel bars 6, and tightly winding the spiral reinforcing steel bars within 1000mm from two ends of the electric pole at two ends of each spiral reinforcing steel bar 15; the specification of the prestressed steel strand 1 is phi 12.70mm multiplied by 15.5m, and the strength value is 1860N/mm²。

2.5, placing the reinforcement cage obtained in the step 2.4 into a steel die, arranging a polyethylene protective sleeve 7 with anticorrosion coating on the surface of the prestressed steel strand 1, cutting off part of the polyethylene protective sleeve 7 at the root, wherein the thickness of the polyethylene protective sleeve is 300mm in the embodiment, penetrating the steel strand of the fixed-end combined anchorage 19 through the hole 24, moving the main bar 6 and the short bar 33 to the limit position and abutting against the shoulder of the fixed-end combined anchorage 19 for positioning (for an upper section of an electric pole, the fixed-end combined anchorage 19 needs to be embedded into the steel plate ring 5); cleaning 6 prestressed steel strands 1 penetrating through the steel strand penetrating hole 24, sleeving the extrusion anchor 21, pressing the extrusion anchor 21 by using a hydraulic machine, and fixing one end of each prestressed steel strand 1; and cutting off the redundant part of the polyethylene protective sleeve 7 of the prestressed steel strand 1 at the tip part, penetrating through the conical anchor hole 16 of the tensioning end combined anchor 2, embedding the tensioning end combined anchor 2 into the steel plate ring 5, and pulling out the other ends of all the prestressed steel strands 1 from the tensioning end combined anchor 2 to arrange the prestressed steel strands 1 in place.

2.6, after the prestressed steel strands 1 are arranged in place, pouring concrete slurry 9, trimming the steel die, covering the steel die, closing the die, fastening a die closing bolt of the steel die, cleaning the prestressed steel strands 1 at a tensioning end, inserting a clamping piece 3, installing a tensioning machine at the rod tip side, starting an oil pump, applying initial stress (the initial stress value is 10-15% of control stress) to the prestressed steel strands 1, withdrawing the tensioning machine, integrally hoisting the steel die into a centrifugal machine, performing centrifugal molding, gradually increasing the rotation speed of the centrifugal machine, rotating the centrifugal machine from low speed to medium speed to 1050 last, hoisting the steel die, after molding, carrying out balanced placement molding, and then hoisting the steel die, carrying out balanced placement; demoulding after 3 days of natural curing, and naturally curing for 21 days;

2.7 after the concrete strength reaches 70%, performing secondary tensioning, slowly applying the secondary tensioning to 2 times of initial stress value, checking the elongation of the steel strand 1 and reading of an oil meter, gradually tensioning until the control stress is 70% and holds the load for 2 minutes after no abnormity is checked, checking the elongation of the steel strand 1 again during the period, permanently anchoring after the control stress reaches the design value and holds the load for 2 minutes, withdrawing all tensioning machines, cutting off the redundant prestressed steel strand 1 by a grinding machine, filling epoxy mortar at the tip of the electric pole, and sealing the bottom by the epoxy mortar at the root of the electric pole; for the upper pole, it is also necessary to press the protective cap 11 in.

2.8, installing flanges at the end connection parts of the electric pole sections, and finally connecting the electric pole sections into a whole through the flanges; for the upper section of the electric pole, a fixed end flange 28 is arranged on the fixed end combined anchorage 19; for the lower section of the electric pole, a tensioning end flange 30 is arranged on the tensioning end combined anchorage device 2.

The tensioning end combined anchorage device 2 comprises a tensioning end anchorage device body, an anchor ring 17 extending into the steel plate ring 5 and a shoulder clamp 18 arranged on the anchor ring 17. The tensioning end anchorage device body is also provided with a reinforcing rib plate 4 and a conical anchorage hole 16. The shoulder part of the anchor body at the tensioning end is embedded into the steel plate ring 5. For the lower section of the electric pole, the tensioning end combined anchorage 2 further comprises a tensioning end flange 30, tensioning end bolt holes 29 are formed in the tensioning end flange 30, and the reinforcing rib plates 4 are arranged between the tensioning end flange 30 and the tensioning end anchorage body.

The fixed end combined anchorage 19 comprises a fixed end anchorage body, a positioning shoulder clamp 22 positioned at the lower end of the fixed end anchorage body, a steel strand penetrating hole 24 positioned on the fixed end anchorage body, a main rib limiting disc 25 and a main rib penetrating hole 26 positioned on the main rib limiting disc 25. For the upper section of the electric pole, the fixed end combined anchorage 19 omits a main rib limiting disc 25 and a main rib through hole 26, adds an anchor ring 17 and a shoulder clamp 18 arranged on the anchor ring 17, also adds a fixed end flange 28 and a fixed end bolt hole 31, and is provided with a reinforcing rib plate 4 between the fixed end flange 28 and the fixed end anchorage body.

The high-strength built-in post-tensioned reinforced concrete pole produced by the process is formed by connecting an upper section pole of 9m and a lower section pole of 9m through flanges, and comprises a reinforcement cage and a concrete body which is completely coated inside the reinforcement cage, is integrally in a hollow circular truncated cone shape and is formed by pouring concrete slurry 9.

The reinforcement cage comprises a group of main reinforcements 6, a group of short reinforcements 33, a group of prestressed steel strands 1, a steel plate ring 5 welded on the outer side of the main reinforcements 6 and an erection ring welded on the inner side of the main reinforcements 6, wherein the main reinforcements 6, the group of short reinforcements and the group of prestressed steel strands are uniformly distributed by taking the axis of a concrete body as a central shaft. The main reinforcement 6 one end still is equipped with and opens the end combination ground tackle 2, open and draw end combination ground tackle 2 embedding steel sheet circle 5 in, prestressing force strand wires 1 one end stretches into and has inserted clamping piece 3 from the toper anchor eye 16 of opening and drawing end combination ground tackle 2, prestressing force strand wires 1 sets up and supports and fix a position in the frame circle blank 27 of frame circle, main reinforcement 6 passes spacing dish 25 of stiff end combination ground tackle 19 with short muscle 33 (wherein, the main reinforcement 6 of upper segment pole directly supports in stiff end combination ground tackle 19 shoulder with short muscle 33), prestressing force strand wires 1 other end passes and overlaps from steel strand traversing hole 24 and has extrusion anchor 21, spiral muscle 15 follows the pole overall length and connects a circle according to the mode spiral winding round in main reinforcement 6 periphery, close winding spiral muscle 15 in both ends 1000mm, spiral muscle 15 specification is for the phi 4 mm.

Example 3: as shown in fig. 22-24, a process for producing a high-strength built-in post-tensioned reinforced concrete pole is used for producing a sectional type pole, in particular for producing a diameter 230mm × 27m sectional type pole, and comprises a 9m upper section pole, a 9m middle section pole and a 9m lower section pole. Its upper segment is phi 230mm x 9m, and the middle section is phi 350mm x 9m, and the lower section is phi 350mm x 9m, and the tapering of three pole body of rod 32 is 1: 75, comprising the steps of:

3.1, uniformly welding 16 main reinforcements 6 at the tip of the electric pole on the inner side of the steel plate ring 5, wherein the main reinforcements 6 adopt HRB500 common steel bars, the size is phi 16mm multiplied by 8.8m, and during welding, the thickness of a cushion plate embedded into the tensioning end combined anchorage device 2 is reserved between the main reinforcements 6 and the end surface of the steel plate ring 5 at the tip, and the tensioning end combined anchorage device 2 is arranged at one end of the main reinforcements 6; for the upper section pole and the middle section pole, the root of the pole is also provided with a steel plate ring 5 welded at the outer side of the main reinforcement 6, and the thickness of a cushion plate which is provided with an embedded fixed end combined anchorage 19 is reserved between the main reinforcement 6 and the end surface of the steel plate ring 5 at the root.

3.2, uniformly arranging the erection rings in the main reinforcements 6 at intervals of 1000mm along the axial direction, welding the erection rings into a whole by the outer erection rings 10 and the inner erection rings 34 through equally-divided connecting reinforcements 35 to form erection ring spaces 27 for accommodating the prestressed steel strands 1, using the erection ring spaces 27 as internal supports and positioning of the prestressed steel strands 1, and aligning and welding one main reinforcement 6 serving as a calibration point with one connecting reinforcement 35 in the erection rings during installation;

3.3, for the upper section electric pole and the middle section electric pole, shaping the main reinforcement 6 and the short reinforcement 33 outside the main reinforcement 6 in a spiral winding mode through the spiral reinforcement 15 at the root part of the electric pole; for the lower end electric pole, the main rib 6 and the short rib 33 penetrate through the limiting disc 25 of the fixed end combined anchorage 19 at the root part of the electric pole for limiting, and are shaped outside the main rib 6 in a spiral winding mode through the spiral rib 15; the short ribs 33 comprise two ribs 16mm multiplied by 7m, 16mm multiplied by 5m and 16mm multiplied by 3m, and the short ribs 33 with different sizes are symmetrically and uniformly arranged in a gradient step-by-step grading manner.

3.4, 6 prestressed steel strands 1 penetrate into the steel plate ring 5, erection ring blank spaces 27 with the same number as the prestressed steel strands 1 are arranged in the erection ring, the prestressed steel strands 1 are movably arranged in the erection ring blank spaces 27 and are bundled on connecting steel bars 35 through steel wires, two steel bars are wound on the main bars 6 to fix the main bars 6, each steel bar is wound for 3 circles, spiral bars 15 are continuously wound on the periphery of the main bars 6 in a spiral winding mode for one circle by one circle, and the two ends of each spiral bar 15 are respectively closely wound within 1000mm away from the two ends of an electric pole; the specification of the prestressed steel strand 1 is phi 12.70mm multiplied by 15.5m, and the strength value is 1860N/mm²。

3.5, placing the reinforcement cage obtained in the step 3.4 into a steel die, arranging a polyethylene protective sleeve 7 with anticorrosion coating on the surface of the prestressed steel strand 1, cutting off part of the polyethylene protective sleeve 7 at the root, wherein the thickness of the polyethylene protective sleeve is 300mm in the embodiment, penetrating the steel strand of the fixed end combined anchorage 19 through the hole 24, moving the main bar 6 and the short bar 33 to the limit positions, abutting against the shoulder part of the fixed end combined anchorage 19 for positioning an upper section electric pole and a middle section electric pole, and embedding the fixed end combined anchorage 19 into the steel plate ring 5; cleaning 6 prestressed steel strands 1 penetrating through the steel strand penetrating hole 24, sleeving the extrusion anchor 21, pressing the extrusion anchor 21 by using a hydraulic machine, and fixing one end of each prestressed steel strand 1; and cutting off the redundant part of the polyethylene protective sleeve 7 of the prestressed steel strand 1 at the tip part, penetrating through the conical anchor hole 16 of the tensioning end combined anchor 2, embedding the tensioning end combined anchor 2 into the steel plate ring 5, and pulling out the other ends of all the prestressed steel strands 1 from the tensioning end combined anchor 2 to arrange the prestressed steel strands 1 in place.

3.6, after the prestressed steel strands 1 are arranged in place, pouring concrete slurry 9, trimming the steel die, covering the steel die, closing the die, fastening a die closing bolt of the steel die, cleaning the prestressed steel strands 1 at a tensioning end, inserting a clamping piece 3, installing a tensioning machine at the rod tip side, starting an oil pump, applying initial stress (the initial stress value is 10-15% of control stress) to the prestressed steel strands 1, withdrawing the tensioning machine, integrally hoisting the steel die into a centrifugal machine, performing centrifugal molding, gradually increasing the rotation speed of the centrifugal machine, rotating the centrifugal machine from low speed to medium speed to 1050 last, hoisting the steel die, after molding, carrying out balanced placement molding, and then hoisting the steel die, carrying out balanced placement; demoulding after 3 days of natural curing, and naturally curing for 21 days;

3.7 after the concrete strength reaches 70%, performing secondary tensioning, slowly applying the secondary tensioning to 2 times of initial stress value, checking the elongation of the steel strand 1 and reading of an oil meter, gradually tensioning until the control stress is 70% and holds the load for 2 minutes after no abnormity is checked, checking the elongation of the steel strand 1 again during the period, permanently anchoring after the control stress reaches the design value and holds the load for 2 minutes, withdrawing all tensioning machines, cutting off the redundant prestressed steel strand 1 by a grinding machine, filling epoxy mortar at the tip of the electric pole, and sealing the bottom by the epoxy mortar at the root of the electric pole; for the upper pole, it is also necessary to press the protective cap 11 in.

3.8, installing flanges at the end connection parts of the electric pole sections, and finally connecting the electric pole sections into a whole through the flanges; for the upper section of the electric pole, a fixed end flange 28 is arranged on the fixed end combined anchorage 19, and a tensioning end flange 30 is arranged on the tensioning end combined anchorage 2; for the lower section of the electric pole, a tensioning end flange 30 is arranged on the tensioning end combined anchorage device 2.

The tensioning end combined anchorage device 2 comprises a tensioning end anchorage device body, an anchor ring 17 extending into the steel plate ring 5 and a shoulder clamp 18 arranged on the anchor ring 17. The tensioning end anchorage device body is also provided with a reinforcing rib plate 4 and a conical anchorage hole 16. The shoulder part of the anchor body at the tensioning end is embedded into the steel plate ring 5. For the lower section electric pole and the middle section electric pole, the tensioning end combined anchorage device 2 further comprises a tensioning end flange 30, tensioning end bolt holes 29 are formed in the tensioning end flange 30, and the reinforcing rib plates 4 are arranged between the tensioning end flange 30 and the tensioning end anchorage device body.

The fixed end combined anchorage 19 comprises a fixed end anchorage body, a positioning shoulder clamp 22 positioned at the lower end of the fixed end anchorage body, a steel strand penetrating hole 24 positioned on the fixed end anchorage body, a main rib limiting disc 25 and a main rib penetrating hole 26 positioned on the main rib limiting disc 25. For the upper and middle section poles, the fixed end combined anchorage 19 eliminates the main rib limiting disc 25 and the main rib through hole 26, adds the anchor ring 17 and the shoulder clamp 18 arranged on the anchor ring 17, and also adds the fixed end flange 28 and the fixed end bolt hole 31, and the reinforcing rib plate 4 is arranged between the fixed end flange 28 and the fixed end anchorage body.

The high-strength built-in post-tensioned reinforced concrete pole produced according to the process is formed by connecting a middle section pole of 9m of an upper section pole of 9m and a lower section pole of 9m through flanges, and comprises a reinforcement cage and a concrete body which is completely coated inside the reinforcement cage, is integrally in a hollow truncated cone shape and is formed by pouring concrete slurry 9.

The reinforcement cage comprises a group of main reinforcements 6, a group of short reinforcements 33, a group of prestressed steel strands 1, a steel plate ring 5 welded on the outer side of the main reinforcements 6 and an erection ring welded on the inner side of the main reinforcements 6, wherein the main reinforcements 6, the group of short reinforcements and the group of prestressed steel strands are uniformly distributed by taking the axis of a concrete body as a central shaft. The main reinforcement 6 one end still is equipped with and opens the end combination ground tackle 2, open and draw end combination ground tackle 2 embedding steel sheet circle 5 in, prestressing force strand wires 1 one end stretches into and has inserted clamping piece 3 from the toper anchor eye 16 of opening and drawing end combination ground tackle 2, prestressing force strand wires 1 sets up and supports and fix a position in the frame circle blank 27 of frame circle, main reinforcement 6 passes spacing dish 25 of stiff end combination ground tackle 19 with short muscle 33 (wherein, main reinforcement 6 and the short muscle 33 of upper segment pole and middle segment pole directly support in stiff end combination ground tackle 19 shoulder), prestressing force strand wires 1 other end passes and overlaps from steel strand wires pass hole 24 and have extrusion anchor 21, spiral muscle 15 follows the pole along the overall length at main reinforcement 6 periphery according to the continuous winding of spiral winding mode round one by one round, close winding spiral muscle 15 in both ends 1000mm, spiral muscle 15 specification is 4 mm.

The above is only a preferred embodiment of the present invention, and the scope of the present invention is defined by the appended claims, and several modifications and amendments made by those skilled in the art without departing from the spirit and scope of the present invention should be construed as the scope of the present invention.

Claims

1. The production process of the high-strength built-in post-tensioned reinforced concrete pole is characterized by comprising the following steps of:

1.1, uniformly welding a plurality of main reinforcements (6) at the tip of an electric pole to the inner side of a steel plate ring (5), and arranging a combined anchorage device (2) at a tensioning end at one end of each main reinforcement (6);

1.2, fixedly arranging the erection ring on the inner side of the main rib (6) along the axial direction;

1.3, penetrating the main rib (6) and the short rib (33) through a limiting disc (25) at the root of the electric pole to limit, arranging a spiral rib (15) outside the main rib (6) and shaping in a spiral winding mode;

1.4, penetrating a plurality of prestressed steel strands (1) into a steel plate ring (5), arranging erection ring blank spaces (27) with the same number as the prestressed steel strands (1) in an erection ring, wherein the prestressed steel strands (1) are positioned in the erection ring blank spaces (27), and one ends of all the prestressed steel strands (1) penetrate through prestressed steel strand penetrating holes (24) of a fixed end combined anchorage device (19); installing the main reinforcement (6) and the short reinforcement (33) in place and abutting against the shoulder of the fixed end combined anchorage (19) for positioning, and winding the spiral reinforcement (15) on the periphery of the main reinforcement (6) along the whole length to preliminarily manufacture a reinforcement cage;

1.5, sheathing a protective shell (20) on the outer side of the primarily manufactured reinforcement cage to protect a supporting point and the root of a rod;

1.6, placing the steel reinforcement cage obtained in the step 1.5 into a steel die, sleeving one end of a prestressed steel strand (1) into an extrusion anchor (21), and fixing one end of the prestressed steel strand (1); pulling out the other ends of all the prestressed steel strands (1) from the conical anchor holes (16) of the combined anchorage devices (2), and embedding the combined anchorage devices (2) at the tensioning ends into the steel plate ring (5) to arrange the prestressed steel strands (1) in place;

1.7, pouring concrete slurry (9), closing a steel mould cover, inserting a clamping piece (3) into a gap between the conical anchor hole (16) and the prestressed steel strand (1), and applying initial stress to one end of the prestressed steel strand (1); hoisting the steel mould into a centrifuge for centrifugation, hoisting the steel mould away for balance placement after molding, demolding after 3 days of natural curing, and then naturally curing for 21 days;

and 1.8, after the strength of the concrete reaches 70%, performing secondary tensioning on one end of the prestressed steel strand (1), controlling the stress to be stable for a certain time, anchoring, cutting off the redundant prestressed steel strand (1), and filling the two ends with back covers.

2. The production process of the high-strength built-in post-tensioned reinforced concrete pole as claimed in claim 1, wherein the concrete slurry raw materials comprise cement, sand, crushed stone, water, class II fly ash, silica fume, high efficiency water reducing agent and steel fiber, and the weight ratio of each component is 1: 1.6-1.92: 2.1-2.49: 0.33 to 0.35: 0.22-0.24: 0.08-0.09: 0.02-0.03: 0.1 to 0.12, and the strength is C80.

3. The production process of the high-strength built-in post-tensioned reinforced concrete pole as claimed in claim 1, wherein the prestress steel strand (1) adopts a strength value of 1860-1960N/mm²The high-strength low-relaxation 1 multiplied by 7 prestressed steel strand with the diameter of 9.50 mm-17.80 mm and the high-strength low relaxation time of less than or equal to 4.5 h; the main ribs (6) and the short ribs (33) adopt HRB400 and HRB500 common steel bars with tensile strengthDesign value of 360-435N/mm²Designed value of compressive strength of 360-410N/mm²The specification of the reinforcing steel bars is phi 14mm to phi 16mm, and the length difference between two adjacent short bars (33) is 2 m.

4. The process for producing a high strength built-in post-tensioned reinforced concrete pole as claimed in claim 1, wherein the erection ring is formed by welding the outer erection ring (10) and the inner erection ring (34) into one body through equally divided connecting steel bars (35) and forming the erection ring space (27) for accommodating the prestressed steel strand (1).

5. A high strength internal post-tensioned reinforced concrete pole produced by the process of any one of claims 1 to 4.

6. The production process of the high-strength built-in post-tensioned reinforced concrete pole is characterized by comprising the following steps of:

2.1, uniformly welding a plurality of main reinforcements (6) on the inner side of a steel plate ring (5) at the electric pole section, and arranging a tensioning end combined anchorage device (2) at one end of each main reinforcement (6);

2.2, fixedly arranging the erection ring on the inner side of the main rib (6) along the axial direction;

2.3, shaping the main rib (6) and the short rib (33) at the root of the electric pole section in a spiral winding mode outside the main rib (6) through a spiral rib (15);

2.4, penetrating a plurality of prestressed steel strands (1) into the steel plate ring (5), arranging erection ring blank spaces (27) with the same number as the prestressed steel strands (1) in the erection ring, wherein the prestressed steel strands (1) are positioned in the erection ring blank spaces (27), and one ends of all the prestressed steel strands (1) penetrate through prestressed steel strand penetrating holes (24) of the fixed end combined anchorage device (19); installing the main reinforcement (6) and the short reinforcement (33) in place and abutting against the shoulder of the fixed end combined anchorage (19) for positioning, and winding the spiral reinforcement (15) on the periphery of the main reinforcement (6) along the whole length to preliminarily manufacture a reinforcement cage;

2.5, placing the reinforcement cage obtained in the step 2.4 into a steel die, sleeving one end of the prestressed steel strand (1) into an extrusion anchor (21), and fixing one end of the prestressed steel strand (1); pulling out the other ends of all the prestressed steel strands (1) from the conical anchor holes (16) of the combined anchorage devices (2), and embedding the combined anchorage devices (2) at the tensioning ends into the steel plate ring (5) to arrange the prestressed steel strands (1) in place;

2.6, pouring concrete slurry (9), closing a steel mould cover, inserting a clamping piece (3) into a gap between the conical anchor hole (16) and the prestressed steel strand (1), and applying initial stress to one end of the prestressed steel strand (1); hoisting the steel mould into a centrifuge for centrifugation, hoisting the steel mould away for balance placement after molding, demolding after 3 days of natural curing, and then naturally curing for 21 days;

2.7, performing secondary tensioning on one end of the prestressed steel strand (1) after the strength of the concrete reaches 70 percent, controlling the stress to be stable for a certain time, anchoring, cutting off the redundant prestressed steel strand (1),

7. The production process of the high-strength built-in post-tensioned reinforced concrete pole as claimed in claim 6, wherein the concrete slurry raw materials comprise cement, sand, crushed stone, water, class II fly ash, silica fume, high efficiency water reducing agent and steel fiber, and the weight ratio of each component is 1: 1.6-1.92: 2.1-2.49: 0.33 to 0.35: 0.22-0.24: 0.08-0.09: 0.02-0.03: 0.1 to 0.12, and the strength is C80.

8. The production process of the high-strength built-in post-tensioned reinforced concrete pole as claimed in claim 6, wherein the prestress steel strand (1) adopts a strength value of 1860-1960N/mm²The high-strength low-relaxation 1 multiplied by 7 prestressed steel strand with the diameter of 9.50 mm-17.80 mm and the high-strength low relaxation time of less than or equal to 4.5 h; the main ribs (6) and the short ribs (33) adopt HRB400 and HRB500 common steel bars, and the design value of the tensile strength of the common steel bars is 360-435N/mm²Designed value of compressive strength of 360-410N/mm²The specification of the reinforcing steel bars is phi 14mm to phi 16mm, and the length difference between two adjacent short bars (33) is 2 m.

9. The process for producing a high strength built-in post-tensioned reinforced concrete pole as claimed in claim 6, wherein the erection ring is formed by welding the outer erection ring (10) and the inner erection ring (34) into one body through equally divided connecting steel bars (35) and forming the erection ring space (27) for accommodating the prestressed steel strand (1).

10. A high strength internal post-tensioned reinforced concrete pole produced by the process of any one of claims 6 to 9.