CN2701981Y

CN2701981Y - High strength wire pre-tensioned prestressing anchor system

Info

Publication number: CN2701981Y
Application number: CN 200420065480
Authority: CN
Inventors: 李国平; 谢正元; 蒋业东
Original assignee: Tongji University; Liuzhou OVM Machinery Co Ltd
Current assignee: Tongji University; Liuzhou OVM Machinery Co Ltd
Priority date: 2004-05-19
Filing date: 2004-05-19
Publication date: 2005-05-25
Anticipated expiration: 2014-05-19

Abstract

The utility model relates to a high strength wire pre-tensioned prestressed anchor system. The anchor system comprises anchor units having the amount of n. Each anchor unit is composed of a fixed end anchor plate (5), a tensioned end anchor plate (2), a heading nut (1) and a prestressing cirque-shaped wire bundle (3). The prestressing cirque-shaped wire bundle are formed by that one end of each wire of a high strength wire bundle in certain length is anchored on the fixed end anchor plate through the way of heading anchor, and a heading at the other end forms a prestressing hollow tightly-arranged cirque-shaped wire bundle on the heading nut and is connected to the tensioned end anchor plate by the heading nut. The tensioned end anchor plate can move along with tension and stretch of the high strength wire bundle. A bushing (7) is arranged in the cirque-shaped hollow high-strength wire bundle. Reinforced rings (6) having the amount of m are arranged between the cirque-shaped wire bundle and the bushing. Mortar (4) is affused into the bushing. Concrete (8) is cast among the anchor units. The anchor system has the advantages of small prestress loss, small uncertainty bias, good cementation and wrapping performance with cement mortar and good safety performance of components.

Description

High tensile steel wire pre-tensioned prestressing anchoring system

Technical field

The utility model relates to a kind of prestress anchorage system, particularly a kind of vertical prestressing anchoring system.

Background technology

In Prestressed Concrete Bridges, because the needs of shearing resistance are typically provided with the vertical prestressing system in the bridge web.Existing vertical prestressing anchoring system generally by finish rolling deformed bar 12, be screwed in the post tensioning prestress system that nut 10 on the finish rolling deformed bar and anchor plate 11 are formed, carry out stretch-draw by 9 pairs of finish rolling deformed bars of tensioning equipment, then with nut screwing clamping, the retraction that stops finish rolling deformed bar by anchor plate and concrete foundation, thereby introducing prestressing force, essential structure is referring to shown in Figure 4, and this technical pattern is simple, easy to operate, but following deficiency is also arranged:

1, the screw thread of finish rolling deformed bar is rolling forming, and accuracy of thread is relatively poor, and screw thread unavoidably produces moderate finite deformation when putting, contacts badly with nut, and it is non-constant to cause bouncing back, and causes the vertical prestressing weak effect;

2, because used presstressed reinforcing steel of this system and ground tackle are the rigidity body, as long as have error in the construction, when causing anchor plate to contact with nut with the anchor plate out of plumb, presstressed reinforcing steel produces the drift angle, the contact surface of nut and anchor plate just can not be adjacent to fully; So that prestressed reinforcement produces bigger distortion during stretch-draw because the vertical prestressing reinforcing bar is shorter, the elongation during stretch-draw seldom, the loss of ground tackle retraction is bigger, causes the reduction greatly of vertical prestressing effect;

3, because the intensity and the diameter of rolling finish rolling deformed bar are limited, it is very little to make it the prestressing force that applies by him;

4, this system is a post-tensioned construction, needs on-the-spot stretch-draw management and mud jacking operation, is not easy to construction and management;

5, owing to will carry out mud jacking construction, be difficult to solve the full problem of mud jacking, and big, the peripheral area of the rigidity of high-strength finish rolling deformed bar own is little, adds that mud jacking is not full to play bonding, bond effect that it is unfavorable to cause member with regard to difficulty.

Summary of the invention

The technical problems to be solved in the utility model is: existing by finish rolling deformed bar, it is non-constant to be screwed in the above-mentioned reinforcing bar retraction that rigidity vertical prestressing anchoring system that nut on the finish rolling deformed bar and anchor plate form exists, elongation during stretch-draw seldom, the loss of ground tackle retraction is bigger, the vertical prestressing effect is relatively poor, with concrete binding, not so good and the inconvenient problem of execution control of the effect of bonding, provide a kind of low with bending stiffness, the high tensile steel wire that flexibility is good is flexible vertical prestressing anchoring system---the high tensile steel wire pre-tensioned prestressing anchoring system that presstressed reinforcing steel constitutes, it is little that this system has the little and uncertain deviation of loss of prestress, good with bonding property of cement paste bonding, the advantage that the security performance of member is good, its job practices compactness, conveniently, improved the workability of member simultaneously.

The technical scheme that solves its above-mentioned technical problem is: a kind of high tensile steel wire pre-tensioned prestressing anchoring system, comprise n anchoring unit, it is characterized in that: each anchoring unit is by the fixed end anchor slab, stretch-draw end anchor slab, heading nut and prestressing force annular steel tendon constitute, this prestressing force annular steel tendon is to be anchored at fixedly on the anchor slab by the heading anchorage style by an end of each root steel wire of the high-strength steel tow with fixed length, other end heading constitutes on the heading nut has prestressed hollow solid matter annular steel tendon, and link to each other with stretch-draw end anchor slab by the heading nut, this stretch-draw end anchor slab can move with the stretching extension of prestressing force annular steel tendon, sleeve pipe places in the prestressing force annular steel tendon, m reinforcing ring places between prestressing force annular steel tendon and the sleeve pipe, perfusion mortar in the sleeve pipe, above-mentioned 1≤n≤100,2≤m≤20.

Owing to adopt said structure, the high tensile steel wire pre-tensioned prestressing anchoring system of the utility model is compared with the post tensioning vertical prestressing anchoring system that anchor plate is formed by finish rolling deformed bar, the nut that is screwed on the finish rolling deformed bar with existing, has following beneficial effect:

1, good with bonding property of cement paste bonding, also can adopt parallel indented wire to increase bonding property of bonding, increased the security performance of member;

2, owing to be connected and fixed characteristic with high tensile steel wire, and open dual-prestressed job practices earlier, make that the little and uncertain deviation of loss of prestress is little by the steel wire heading;

3, used presstressed reinforcing steel is a high tensile steel wire, and its intensity height can reduce member dead weight under the identical prestressing force situation; Anti-fatigue performance is good, can improve the security and stability of member; Its bending stiffness is low, and flexibility is good, is easy to reel, is convenient to the application of long presstressed reinforcing steel and sets up;

4, can design steel wire quantity as requested and design desired prestressed size, the prestressing force tonnage is selected arbitrarily;

5, use anchorage part pre-stressed construction method compactness, the convenience of this system, improved the workability of member simultaneously;

6, having used new prestressing force introduces system and opens dual-prestressed job practices earlier, there is not on-the-spot mud jacking operation, single high tensile steel wire pre-tensioned prestressing anchoring system unit member can be carried out prefabricated before being transported into the scene, and the single high tensile steel wire pre-tensioned prestressing anchoring system unit member that has applied pulling force can transport the samely and arrange with reinforcing bar, do not need on-the-spot stretch-draw management.

Description of drawings:

Fig. 1: the anchoring block construction schematic diagram of the high tensile steel wire pre-tensioned prestressing anchoring system of the utility model;

The H of Fig. 2: Fig. 1 is enlarged diagram partly;

Fig. 3: the high tensile steel wire pre-tensioned prestressing anchoring system structural representation of the utility model;

Fig. 4: existing vertical prestressing anchoring system structural representation.

The specific embodiment:

Embodiment one:

A kind of high tensile steel wire pre-tensioned prestressing anchoring system, comprise 3 anchoring unit (referring to Fig. 3), each anchoring unit is by fixed end anchor slab (5), stretch-draw end anchor slab (2), heading nut (1) and prestressing force annular steel tendon (3) constitute, this prestressing force annular steel tendon (3) is that the end by each root steel wire of the high-strength steel tow with fixed length is anchored on the fixed end anchor slab (5) by the heading anchorage style, other end heading is gone up the prestressed hollow solid matter annular steel tendon that has that constitutes at heading nut (1), and link to each other with stretch-draw end anchor slab (2) by heading nut (1), this stretch-draw end anchor slab (2) can move with the stretching extension of prestressing force annular steel tendon (3), sleeve pipe (7) places in the prestressing force annular steel tendon (3), 2～10 reinforcing rings (6) place between prestressing force annular steel tendon (3) and the sleeve pipe (7), the interior perfusion mortar of sleeve pipe (7) (4), fluid concrete (8) between each anchoring unit.

The mortar (4) of perfusion can be a cement mortar in the sleeve pipe (7), also can be epoxy mortar (referring to Fig. 1).

A kind of conversion as the utility model embodiment one, the quantity of anchoring unit is n in the described high tensile steel wire pre-tensioned prestressing anchoring system, the value of n is generally got 1≤n≤100, according to actual needs according to the decision of engineering consumption, n also can be greater than 100, the described quantity that places the reinforcing ring (9) between annular steel tendon (6) and the sleeve pipe (7) is m, and the value of m is decided according to cable body length, is generally 2≤m≤20, according to actual needs, m also can be greater than 20.

Claims

1, a kind of high tensile steel wire pre-tensioned prestressing anchoring system, comprise n anchoring unit, fluid concrete (8) between each anchoring unit, it is characterized in that: each anchoring unit is by fixed end anchor slab (5), stretch-draw end anchor slab (2), heading nut (1) and prestressing force annular steel tendon (3) constitute, this prestressing force annular steel tendon (3) is that the end by each root steel wire of the high-strength steel tow with fixed length is anchored on the fixed end anchor slab (5) by the heading anchorage style, other end heading is gone up the prestressed hollow solid matter annular steel tendon that has that constitutes at heading nut (1), and link to each other with stretch-draw end anchor slab (2) by heading nut (1), this stretch-draw end anchor slab (2) can move with the stretching extension of prestressing force annular steel tendon (3), sleeve pipe (7) places in the prestressing force annular steel tendon (3), m reinforcing ring (6) places between prestressing force annular steel tendon (3) and the sleeve pipe (7), the interior perfusion mortar of sleeve pipe (7) (4), above-mentioned m, the span of n is: 1≤n≤100,2≤m≤20.