Self-locking device and self-locking type pre-stress anchor wire having the same

Abstract

The invention discloses a self-locking device and a self-locking type pre-stress anchor wire having the same. The self-locking device comprises a load bearing steel plate and a limiting steel plate, wherein the load bearing steel plate is a cylinder which is provided with a plurality of conical anchor holes; the anchor holes have a same diameter, are used for locking the anchor wire and for the anchor wire passing through and are symmetrically distributed; the anchor holes have gradually contracted conical degrees in the direction opposite to a stretching direction of the anchor wire; a clamping piece which is used for clamping the anchor wire and is matched with the anchor holes structure is arranged in the anchor holes; the limiting steel plate is of a round plate shape and is fixed on one side of the load bearing steel plate close to a big opening of the conical holes by a bolt; and a round hole which allows the anchor wire to pass through is arranged in the limiting steel plate. Based on a normal anchor wire structure, the anchor wire is locked by arranging the self-clocking device on a free section, the energy field of the free section is fully utilized and the anchor stress field distribution is improved, thereby, the self-locking type pre-stress anchor wire has the advantages of uniform load distribution, decreased counter-force structure scale, convenient construction, saved manufacturing cost, environmental protection, and the like.

Description

technical field [0001] The invention relates to anchor cable engineering, in particular to a self-locking prestressed anchor cable and a self-locking device used in the self-locking prestressed anchor cable. Background technique [0002] With the continuous expansion of the scale of national infrastructure, anchor cable engineering structures have been widely used in permanent civil reinforcement projects such as landslides, high slopes, tunnel chambers, dam foundations, and deep foundation pit reinforcement. [0003] like figure 1 As shown, according to its mechanism of action, the existing prestressed anchor cable includes: an anchor segment 11 (section A in the figure) that is deeply buried in the bottom of the anchor hole 10 and bonded with the hole wall through the grouting body, is located in the hole and can freely The elongated free section 12 (section B in the figure) and the anchor head 13 fixed on the orifice reaction force structure (section C in the figure). A...

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Problems solved by technology

[0004] like figure 1 It can be seen that the mode of action of the existing prestressed anchor cables is the anti-pull action between the comprehensive force of the anchor section and the reaction force structure, while the free section only exists as a force transmission mechanism, and the formation of the free section serves as the entire Part of the anchoring energy field, the current prestressed anchor cable does not effectively play the role of its energy field, resulting in the following limitations of the existing prestressed anchor cable:

[0005] 1. Construction technology: The anchorage load needs to be balanced by the reaction structure, and the reaction structure is mainly composed of reinforced concrete, which increases the construction difficulty and prolongs the construction period, and the effect is slow in special emergency projects

[0006] 2. Stress field distribution: Due to the low mechanical strength of the shallow surface rock (soil) layer at the general anchorage site, in order to ensure the load balance, only the reduction of the anchorage load or the increase of the reaction force structure section can be used to make up for it, resulting in waste of materials

In addition, the reaction force structure is basically under the action of concentrated load, and it is easy to induce sudden accidents due to local defects in the outer anchor head

[0007] 3. Load loss: Because the strata in the free section only play a role of transmission in the force system, and the stratum in this section generally has part of the rock (soil) body destroyed during the stretching process, and deformation occurs due to the readjustment of the stress field in the later stage of locking , aggravating the loss of anchor load

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