CN215670542U

CN215670542U - Screw thread reinforcing bar anchor structure

Info

Publication number: CN215670542U
Application number: CN202121381797.6U
Authority: CN
Inventors: 崔冰; 刘征宇; 赵灿晖; 柏国清
Original assignee: Hefei Sifang Engineering Electromechanical Co ltd
Current assignee: Hefei Sifang Engineering Electromechanical Co ltd
Priority date: 2021-06-21
Filing date: 2021-06-21
Publication date: 2022-01-28
Anticipated expiration: 2031-06-21

Abstract

The utility model belongs to the technical field of building construction, and particularly relates to a twisted steel anchoring structure. The prestressed tendon is detachably connected with the components embedded in the anchoring seat, and the connecting structure is simple and convenient to construct. During construction, the expansion sleeve is firstly pretensioned to be extruded and deformed, and then is connected with the anchor backing plate into a whole, so that the reliable connection of the prestressed reinforcing steel bar and the threaded steel bar anchoring structure can be effectively ensured.

Description

Screw thread reinforcing bar anchor structure

Technical Field

The utility model belongs to the technical field of building construction, and particularly relates to a threaded steel bar anchoring structure.

Background

In the conventional construction of a prestressed system, a prestressed tendon and a fixed-end anchor are generally connected firstly, the fixed-end anchor is embedded in a component, and the other end of the prestressed tendon is pulled by equipment to ensure the posture of the prestressed tendon. The prestressed tendons embedded at one end cannot be replaced, and the exposed sections of the prestressed tendons are easily damaged or rusted in the construction process, so that the prestressed tension is influenced, and the structural safety of a building is further influenced.

Chinese patent document CN102392415A discloses a vertical prestressed anchoring system and its construction method, disclosing a rectangular fixed end anchor plate 2, the through hole on the lower anchor backing plate 3 is rectangular, its size is based on the anchoring unit capable of passing through the lower end, the end surface of the lower anchor backing plate 3 is provided with a rectangular concave notch mutually perpendicular to the rectangular through hole; during construction, the lower anchor backing plate 3, the grouting cover 12 and the embedded pipeline 5 are embedded before concrete is poured and tamped, after the concrete is poured, the prestressed tendons and the lower end anchoring units are sent into the grouting cover 12, the prestressed tendons are rotated to drive the lower end anchoring units to rotate, and then the prestressed tendons are lifted up to enable the lower end anchoring units to enter the concave notches of the lower anchor backing plate 3. However, in the concrete pouring process, mortar needs to be vibrated, disturbed mortar easily enters the embedded pipeline from the damaged port of the embedded pipeline or the joint of the embedded pipeline and the fixed end anchorage device, and after the mortar enters the grouting cover and is solidified, the lower end anchoring unit can not enter the grouting cover, so that the prestressed tendons cannot be matched with the lower anchor backing plate. In addition, when the distance between the pre-buried fixed end anchor and the surface of the member is large, it is difficult to judge whether the fixed end anchor plate 2 enters the concave notch of the lower anchor backing plate 3, and if the fixed end anchor plate 2 does not enter the concave notch, tensioning is performed, which may cause the lower end anchoring unit to be separated from the lower anchor backing plate 3, resulting in construction accidents.

SUMMERY OF THE UTILITY MODEL

The utility model aims to provide a fixed end threaded steel bar anchoring structure which is simple in structure and reliable in connection.

In order to realize the purpose, the utility model adopts the technical scheme that: the utility model provides a twisted steel anchor structure, pre-buried anchor backing plate that is fixed with in the anchor seat, in the prestressing tendons wears to arrange in the expansion sleeve and both constitute the spacing cooperation of pretightning force direction, the expansion sleeve is inserted in the anchor backing plate, the cover body radially outwards expands the formula and warp and constitute the spacing cooperation of axial backstop formula with the anchor backing plate when the expansion sleeve receives the extrusion of axial external force.

Compared with the prior art, the utility model has the following technical effects: the prestressed tendons are detachably connected with the components embedded in the anchoring seats, and the connecting structure is simple and convenient to construct. During construction, the expansion sleeve is firstly pretensioned to be extruded and deformed, and then is connected with the anchor backing plate into a whole, so that the reliable connection of the prestressed reinforcing steel bar and the threaded steel bar anchoring structure can be effectively ensured.

Drawings

The contents of the description and the references in the drawings are briefly described as follows:

FIG. 1 is a schematic view of a portion of a rebar anchor structure pre-embedded in an anchor seat;

FIG. 2 is a schematic view of the pre-tensioned expansion sleeve engaged with the embedded anchor backing plate;

FIG. 3 is an enlarged schematic view of section C of FIG. 2;

FIG. 4 is a schematic representation of the deformation of the expansion shells upon pretensioning;

FIG. 5 is an enlarged schematic view of section D of FIG. 4;

FIG. 6 is a schematic view of the tendon being retensioned;

FIG. 7 is a schematic view of the completion of the anchoring process;

FIGS. 8, 12, 14 are schematic views of an expansion sleeve;

FIGS. 9, 10, 11 are cross-sectional views E-E of the various embodiments of FIG. 7;

FIG. 13 is a sectional view F-F of FIG. 12;

FIG. 15 is a sectional view taken along line G-G of FIG. 14;

FIG. 16 is a top view of the anchor pad;

figure 17 is a schematic cross-sectional view of the anchor pad.

In the figure: A. the anchor comprises an anchor seat, a prestressed rib, 10 anchor backing plates, 11 through holes, 20 expansion sleeves, 21 large-diameter pipe sections, 22 small-diameter pipe sections, 221 weak pipe sections, 23 step surfaces, 30 anchor sleeves, 31 caps, 32 cable penetrating pipes and 40 supporting pipes.

Detailed Description

The following description of the embodiments of the present invention will be made in detail with reference to the accompanying drawings.

A kind of twisted steel anchor structure, anchor seat A is pre-buried and fixed with the anchor backing plate 10, the prestressed rib B is worn and set up in the expansion sleeve 20 and both form the spacing cooperation of the pretightening force direction, the expansion sleeve 20 is inserted and set up in the anchor backing plate 10, the cover body radially expands outwardly and deforms and forms the spacing cooperation of axial resisting type with the anchor backing plate 10 when the expansion sleeve 20 is extruded by the axial external force, form the spacing cooperation of axial with the anchor backing plate 10 with the prestressed rib B that the expansion sleeve 20 spacing cooperates like this, just can realize the reliable connection of the prestressed rib B and anchor backing plate 10.

For positioning, as shown in fig. 7-10, the outer wall of the expansion sleeve 20 is a stepped cylinder formed by a large diameter pipe section 21 and a small diameter pipe section 22. When the expansion sleeve is used, as shown in the attached drawings 1 and 2, the outer diameter of the small-diameter pipe section 22 of the expansion sleeve 20 is consistent with the aperture of the through hole 11 in the middle of the anchor backing plate 10 and is inserted into the through hole 11, the step surface 23 at the junction of the large-diameter pipe section 21 and the small-diameter pipe section 22 of the expansion sleeve 20 is attached to the upper side end surface of the anchor backing plate 10, and the wall body of the middle section or the end section of the pipe wall of the small-diameter pipe section 22 is thinned to form the weak pipe section 221. In use, the weakened section 221 will deform under the influence of external forces.

Specifically, as shown in fig. 11 to 14, the outer wall of the small-diameter tube segment 22 is recessed inward to form the weakened tube segment 221, and as shown in fig. 7 to 10, 13 and 14, the inner wall of the small-diameter tube segment 22 is protruded outward to form the weakened tube segment 221.

Preferably, the top end of the weakened section 221 is not lower than the lower surface of the anchor pad 10. As shown in fig. 2, when the expansion sleeve 20 is pressed by external force, the top end of the weak pipe section 221 is located within the plate body of the anchor pad 10 or at the bottom plate body of the anchor pad 10, so that the pressed and deformed position is arranged adjacent to the bottom plate surface of the anchor pad 10, and the two are guaranteed to resist and cooperate.

The prestress system applying the fixed-end thread steel bar anchoring structure can adopt the following construction method:

A. positioning a fixed end assembly;

a1, pre-burying a part fixing end assembly, as shown in figure 1, connecting the cap 31, the anchor backing plate 10 and the rope penetrating pipe 32 in sequence and pre-burying the two in the anchoring seat A, wherein the through hole 11 of the anchor backing plate 10 is communicated with the pipe hole of the rope penetrating pipe 32 and the inner cavity of the cap 31.

In this embodiment, after step a1, mortar pouring operation of the anchor seat a is performed, and after the strength of the anchor seat a meets the requirement, step a2 is performed.

A2, connecting the expansion sleeve 20 and the anchoring sleeve 30 to the prestressed tendon B, wherein the expansion sleeve 20 is positioned above the anchoring sleeve 30, and then sending the prestressed tendon B into the anchoring seat A from the upper end of the reeving pipe 32 to enable the expansion sleeve 20 to be inserted into the anchor backing plate 10;

in this embodiment, as shown in fig. 2 and 3, the step surface 23 at the junction of the large and small

diameter pipe sections

21 and 22 of the expansion sleeve 20 is pressed against the upper end surface of the anchor backing plate 10. In other embodiments, a limiting column or a positioning block may be disposed at the bottom of the cap 31 to abut against the tendon B, the expansion sleeve 20, or the anchoring sleeve 30, so as to position the expansion sleeve 20.

In other embodiments, in order to prevent the mortar from entering the twisted steel anchoring structure to block the through hole 11 of the anchor backing plate 10 during vibration, the mortar casting operation of the anchoring seat a may be performed after step a2, before step B, it is determined whether the tendon B is damaged, if the tendon B is damaged, the tendon B is replaced, and if the tendon B is intact, step B is performed.

B. The pre-tensioned prestressed tendon B enables the expansion sleeve 20 to deform and forms a resisting fit for limiting the displacement of the expansion sleeve 20 to a tensioning end with the anchor backing plate 10;

C. and tensioning the anchoring mechanism again and completing the anchoring construction. When the anchoring mechanism is tensioned again, if the connection between the expansion sleeve 20 and the anchor backing plate 10 fails and the prestressed tendon B is separated from the anchor backing plate 10, the prestressed anchoring construction can be performed again according to the steps A2 and B, C.

As shown in fig. 3 and 4, the step B includes the following steps:

b1, sleeving the support tube 40 outside the prestressed tendon B and sending the support tube into the anchoring seat A, so that the support tube 40 is in abutting fit with the upper end face of the ring sleeve 20;

b2, limiting the displacement of the support tube 40 in the axial direction of the prestressed tendon B, and tensioning the prestressed tendon B to ensure that the weak tube section 221 generates radial outward expansion type deformation under the extrusion of the support tube 40 and the anchoring sleeve 30;

in the step C, as shown in fig. 5 and 6, the support tube 40 is taken out from the reeving tube 32, the anchoring mechanism is tensioned again, mortar is poured into the rebar anchoring structure, and anchoring construction is completed.

Claims

1. The utility model provides a twisted steel anchor structure which characterized in that: an anchor backing plate (10) is fixed in the anchor seat (A) in a pre-buried mode, a prestressed rib (B) penetrates in the expansion sleeve (20) and the prestressed rib and the expansion sleeve form limiting fit in the pretightening force direction, the expansion sleeve (20) is inserted in the anchor backing plate (10), and the sleeve body radially expands outwards to deform when being extruded by axial external force and forms axial resisting limiting fit with the anchor backing plate (10).

2. The rebar anchoring structure of claim 1, wherein: the outer wall of the expansion sleeve (20) is in a step column shape formed by a large-diameter pipe section (21) and a small-diameter pipe section (22), the outer pipe diameter of the small-diameter pipe section (22) of the expansion sleeve (20) is matched with the hole diameter of a through hole (11) in the middle of the anchor backing plate (10) and is inserted into the through hole (11), a step surface (23) at the junction of the large-diameter pipe section and the small-diameter pipe section (21) and the small-diameter pipe section (22) of the expansion sleeve (20) is attached to the upper side end surface of the anchor backing plate (10), and the wall body of the middle section or the tail section of the pipe wall of the small-diameter pipe section (22) is thinned to form a weak pipe section (221).

3. The rebar anchoring structure of claim 2, wherein: the outer wall of the small-diameter pipe section (22) is inwards concave or the inner wall of the small-diameter pipe section is outwards convex to form a weak pipe section (221).

4. The rebar anchoring structure of claim 2, wherein: the top end of the weak pipe section (221) is not lower than the lower plate surface of the anchor backing plate (10).