CN204225365U - Precast unit, the assembling concrete component of pier nose break adrift grouting reducing sleeve connection - Google Patents

Abstract

The invention relates to a prefabricated concrete component and an assembled concrete component connected by a pier head locking anchor grouting reducing sleeve, and belongs to the technical field of assembled concrete structures in construction engineering. The utility model adopts a sleeve connection method based on extrusion and bonded force transmission, the two ends of the steel bar are processed with a pier head (5) and a pier head (6), and one end of the connecting sleeve (7) adopts a steel bar pier The outer diameter of the head (6) is smaller than the inner diameter of the sleeve, and the other end of the connecting sleeve adopts a plugging ring (10) whose inner diameter is smaller than that of the steel bar pier head (5) at the corresponding end. The locking anchor extrusion and bonding force transmission between the ring, the grouting material and the sleeve have changed the way that the reinforcement tension of prefabricated components connected by grouting is mainly transmitted through bonding. The connection of the novel prefabricated concrete elements according to the method is improved both in terms of safety and economy.

Description

Prefabricated concrete components and assembled concrete components connected by pier head lock anchor grouting reducing sleeve

technical field

The utility model relates to a steel bar connection structure applied to prefabricated concrete components. The two ends of the steel bar are pier thickened, and one end of the sleeve adopts a sleeve inner diameter smaller than the outer diameter of the steel bar pier head at the corresponding end to lock the pier head. The other end of the sleeve adopts a blocking ring with an inner diameter smaller than the outer diameter of the steel bar pier head at the corresponding end, locks the pier head, and grouts through the sleeve so that the steel bar is squeezed by the locking anchor between the pier head, the blocking ring, the grouting material and the sleeve. Compression and bond force transmission, changing the previous method of force transmission of prefabricated components connected by grouting mainly through bonding. A cast-in-place belt is used to connect prefabricated components, so that the connection of this new type of prefabricated concrete components is improved in terms of safety and economy, and belongs to the technical field of assembling concrete structures in construction engineering.

Background technique

At present, the connection of precast concrete components mainly adopts sleeve, corrugated pipe and reserved hole grouting connection. These connection methods are to pull the steel bars to be connected for a certain distance or overlap, and then pour high-strength grout into the hole; after hardening, the steel bar and the sleeve, bellows or concrete outside the hole are firmly combined to form a unified whole. The tensile force of the connecting steel bar is transmitted to the grouting material through shearing force, and then to the interface between the grouting material and the surrounding sleeve, bellows or concrete through the shearing force, mainly relying on the bonding force transmission, and the reliability is not high; Relying on bonded force transmission, the length and diameter of the sleeve, bellows or hole will be relatively large, resulting in a large amount of steel and high cost; due to the relatively large volume of the sleeve, bellows or hole, the special grouting material used The amount is also large, and its durability has not been fully verified, and has not withstood the test of actual earthquakes; the gaps usually reserved between vertically connected prefabricated components are small, and there is a problem that the grouting cannot fill the gaps, resulting in The joint surface is easy to crack and damage under the action of horizontal load, and the building will collapse continuously, which will cause serious loss of life and property.

Utility model content

The purpose of the utility model is to provide a very reliable connection method for prefabricated concrete components, which makes the connection of prefabricated components safer, more economical and convenient for construction.

The technical scheme that the utility model adopts is as follows:

One side of the prefabricated concrete component includes a longitudinal reinforcement with a pier head and a sleeve attached to the longitudinal reinforcement; the other side of the prefabricated concrete component includes a longitudinal reinforcement with a pier head and a blocking ring.

The assembled concrete component composed of the prefabricated concrete component is composed of the prefabricated concrete component; two prefabricated concrete components are connected during the construction process, that is, the steel bar on one prefabricated concrete component is connected to the other through the blocking ring connected thereto. The sleeves on a prefabricated concrete component are connected; the side of the sleeve is provided with a grouting hole; there is a cast-in-place belt between the two prefabricated concrete components, and the sleeve is connected at the cast-in-place belt.

The inner diameter of the sleeve is different along the axial direction, the inner diameter of the end connected with the blocking ring is larger, and the inner diameter of the other end is smaller, and a transition section is provided in the middle; the hole at the end with the larger inner diameter of the sleeve is a threaded hole; when the When the assembled concrete member is connected vertically, there is a grouting hole on the side of the sleeve; when the assembled concrete member is connected horizontally, there is a grouting hole and a grouting hole on the side of the sleeve.

The outer side of the blocking ring is provided with an external thread matched with the threaded hole of the sleeve connected to the end of the prefabricated component during assembly, so that the blocking ring and the sleeve are connected through threads.

In the prefabricated concrete member, the shape and size of the pier head attached to the side of the sleeve attached to the steel bar is matched with the transition section of the sleeve attached thereto, and the diameter of the pier head is larger than that of the end of the sleeve on the side connected to it. The inner diameter, that is, the pier head can be clamped by the sleeve, and even in the absence of grouting, the tension can still be transmitted through the rebar pier head and the sleeve.

The maximum diameter of the pier head of the longitudinal reinforcement on the side of the prefabricated component that is not attached to the sleeve is greater than the inner diameter of the blocking ring and smaller than the inner diameter of the sleeve connected to the side reinforcement, that is, the pier head can be blocked by the blocking ring, even in In the absence of grouting, the tensile force can still be transmitted through the pressure between the steel pier head and the blocking ring.

When the assembled concrete member is vertically connected, when the side end of the sleeve connecting the blocking ring is at the upper end, the opening of the sleeve at the lower end is provided with a sealing pad for sealing during grouting; when the sleeve connecting the blocking ring When the side is at the lower end, the opening at the lower end of the blocking ring is provided with a sealing pad for sealing during grouting; when the assembled concrete members are horizontally connected to form a beam, the openings at both ends of the sleeve are provided with sealing pads for sealing during grouting. Blocking pad.

For the prefabricated concrete member, place the sleeve on one side of the steel bar before the pier head of the steel bar, and the sleeve can be clamped by the pier head on this side; the blocking ring is placed on the side that is not attached to the sleeve, and the blocking ring It can be stuck by the pier head on this side, and then the pier heads at both ends of the steel bar are processed.

When the components are used for vertical connection, a structural hole is reserved on the lower end side of the upper precast concrete component of the assembled concrete component cast-in-place belt, extending from the side of the component to the inside and extending downward to the bottom of the prefabricated component; when the When the above components are used for horizontal connection, no structural holes are required.

The method for assembling concrete components mainly proceeds in the following three steps: a. prefabricated components, b. component docking, and c. pouring concrete.

When producing prefabricated components, arrange the steel bars with piers at both ends, put the sleeves attached to the steel bars near the steel bar piers on one side of the steel bars, and move the blocking rings attached to the steel bars to the steel bar piers on the other side Near the head; when the precast concrete components are used for vertical connection, the precast concrete components located on the upper part of the cast-in-place belt are pre-embedded on the side above the bottom with sleeves extending from the side to the inside and leading to the bottom, and the structural holes are formed after pouring concrete .

When the prefabricated components are docked, the precast concrete component with a blocking ring extends into the sleeve on the steel bar on the other precast concrete component, screw the blocking ring into the sleeve, and then grout from the grouting hole to complete the connection of steel bars .

After the steel bars are connected, the prefabricated concrete components are blocked with formwork; when the components are connected vertically, concrete is poured through the structural holes of the prefabricated components to form a cast-in-place strip; when the components are connected horizontally, the Concrete is poured above the barrel where the cast-in-place strip is to be formed.

The utility model can obtain following beneficial effect:

The utility model adopts the connection method of the pier head locking anchor grouting sleeve, that is, the steel bar with the pier head at both ends, the matching sleeve and the blocking ring are arranged, and the larger diameter steel bar pier head at one end of the component extends to the steel bar of the connecting component. In the sleeve at the smaller diameter end, screw the blocking ring into the sleeve at the larger diameter end, and then grout from the grouting hole to complete the steel bar connection.

The prefabricated components are connected by sleeves, and the steel bar piers at both ends become thicker, the inner diameter of one side of the sleeve is smaller than the diameter of the steel bar piers at the corresponding end, and the inner diameter of the blocking ring screwed into the sleeve at the other side is smaller than the diameter of the steel bar piers at the corresponding end. The steel bar, the blocking ring and the sleeve are integrated through the grouting of the sleeve. Since the inner diameters of the blocking ring and the sleeve on the other side are smaller than the diameter of the corresponding steel bar pier head, and the area of the shearing ring under tension of the steel bar is greatly increased, Moreover, part of the steel stress can be transferred to the grouting material through extrusion and then to the sleeve, so that the length of the sleeve can be shortened. During an earthquake, even if the grouting material is damaged due to construction or quality problems, the tensile force of the steel bar can be transmitted through the pressure of the steel bar and the sleeve end with a smaller inner diameter and the blocking ring at the other end, avoiding the collapse of the building and saving People's lives and property losses are also in line with the need to improve the seismic performance of engineering structures and have multiple lines of defense. The sleeve connection of the prefabricated components uses the thickening of the pier head of the steel bar, and the smaller inner diameter of the sleeve and the blocking ring can lock the pier heads at both ends in case of damage, so as not to be pulled off. Realizing the force transmission of steel bar tension through extrusion and bonding can reduce the height and diameter of the sleeve, that is, reduce the amount of steel and grouting, save materials and costs, and at the same time increase the operating space and reduce the length of the sleeve. Compared with the original sleeve with a larger length, the cracks in the wall are more uniform and distributed in a larger area during an earthquake, which greatly improves the seismic performance of the wall.

The prefabricated component sleeve is connected when it is used for vertical connection, and the sleeve is placed at the position of the cast-in-place belt. When the blocking ring end is on the upper side, only one grouting hole is provided, and the conduit is omitted, which can reduce processing and manufacturing costs.

The sleeve connection of the prefabricated components is provided with a higher cast-in-place belt, which can effectively avoid the shearing during the earthquake caused by the formation of joints that are easy to form at the joints of the original sleeve connection technology due to the closeness of the joint surface of the new and old concrete and insufficient pouring. issues such as slippage.

Description of drawings

Figure 1 Schematic diagram of monolithic prefabricated shear wall

Figure 2 is a schematic diagram of the connection of the precast concrete shear wall connected by the pier head lock anchor grouting reducing sleeve

Figure 3 is the elevation of the upper prefabricated wall

Figure 4 is the bottom view of the upper prefabricated wall

Figure 5 is the elevation of the lower prefabricated wall

Figure 6 is the top view of the lower prefabricated wall

Figure 7 is a detailed view of the reinforced pier head and sleeve A

Figure 8 is a detailed view of the reinforced pier head and blocking ring B

Figure 9 is a detailed view of sleeve connection C

Figure 10-13 is a schematic diagram of the distribution of four types of sleeves

Figure 14-15 Schematic diagram of the top surface and side of the precast concrete beam connected by the pier head lock anchor grouting variable diameter sleeve

In the figure: 1- prefabricated shear wall, 2- upper prefabricated wall, 3- lower prefabricated wall, 4- vertical reinforcement of upper wall, 5- pier head with larger diameter, 6- pier head with smaller diameter, 7 -sleeve, 8-grouting hole, 9-blocking pad, 10-blocking ring, 11-construction hole, 12-cast-in-place belt, 13-vertical reinforcement of the lower wall, 14-unconnected reinforcement, 15- Connected vertical reinforcement and sleeve, 16-internal thread, 17 external thread, 18-prefabricated beam on one side, 19-prefabricated beam on the other side

Detailed ways

The utility model will be further described below in conjunction with the accompanying drawings and specific embodiments.

Example 1:

This embodiment takes the prefabricated concrete components used for vertical connection to form an assembled prefabricated shear wall as an example to describe in detail.

As shown in Figures 1 to 13, the assembled concrete shear wall connected by the pier head locking anchor grouting reducing sleeve is composed of prefabricated concrete shear walls connected by the pier head locking anchor grouting reducing sleeve in the cast-in-place zone; The prefabricated components described here are the upper wall and the lower wall.

The assembled concrete member connected by the locking anchor grouting variable diameter sleeve of the pier head includes the vertical reinforcement 4 of the upper wall, the vertical reinforcement 13 of the lower wall, the vertical reinforcement 4 of the upper wall and the vertical reinforcement 13 of the lower wall pass through The sleeves 7 are connected to each other; the upper end of the sleeve 7 is provided with an internal thread 16, and the side of the sleeve 7 is provided with a grouting hole 8; the ends of the vertical reinforcement 4 of the upper wall and the vertical reinforcement 13 of the lower wall are respectively provided with Pier head; the upper part of the vertical steel bar 4 of the upper floor is covered with a blocking ring 10, the inner diameter of the blocking ring 10 is greater than the diameter of the vertical steel bar 4 of the upper wall, but less than the diameter of the pier head on the reinforcing bar, and the outer diameter of the blocking ring 10 is in line with the sleeve 7. The inner diameter of the upper round pipe is the same, and the outside of the blocking ring 10 is provided with an external thread 17, and the external thread 17 provided on the blocking ring 10 and the internal thread 16 provided at the upper end of the sleeve 7 interlock; Blocking pad9.

The sleeve 7 is provided with cement-based grout poured from the grouting hole 8 , and the grout connects the upper wall vertical reinforcement 4 and the lower wall vertical reinforcement 13 in the sleeve 7 .

A construction hole 11 is reserved on the side of the lower end of the upper precast concrete shear wall 2 of the assembled concrete shear wall cast-in-place belt 12, extending from the side of the precast shear wall 2 to the inside and extending downwards to the side of the prefabricated component 2 where it is located. The bottom is used for pouring the cast-in-place belt 12 between the upper prefabricated wall 2 and the lower prefabricated wall 3 .

The upper end of the sleeve 7 is a round tube with a larger inner diameter, and the lower end is a round tube with a smaller inner diameter. The two round tubes are connected by a transition section whose diameter gradually decreases.

The ends of the vertical steel bars 4 of the upper wall and the vertical steel bars 13 of the lower wall are respectively provided with piers 5 with a larger diameter and piers 6 with a smaller diameter. diameter of. The lower end of the sleeve 7 is a round tube with a smaller inner diameter, and the upper end is a round tube with a larger inner diameter. The two round tubes are connected by a transition section whose diameter gradually decreases.

The ends of the vertical steel bars 4 of the upper wall and the vertical steel bars 13 of the lower wall are respectively provided with piers 6 with a smaller diameter and piers 5 with a larger diameter. diameter of.

The manufacture, connection method and steps of the prefabricated shear wall connected by the pier head lock anchor grouting sleeve are as follows:

S1. Processing steel bars and sleeves: the inner diameters of the sleeves 7 are different along the axial direction. The inner diameter of the first end is larger, and the inner diameter of the other end is smaller. Pad 9; the inner wall of the end with a larger inner diameter of the sleeve is processed into a threaded hole 16, and there is a grouting hole 8 on the side of the sleeve; the outer side of the blocking ring 10 has an external thread 17 matching the threaded hole of the sleeve connected to the end of the prefabricated component during assembly , enabling the plug ring and sleeve to be connected by thread. Put the sleeve 7 and the blocking ring 10 on the straight steel bar, process the pier head 6 matching the inner diameter of the transition section of the sleeve at the end of the steel bar on one side of the sleeve, and process a pier with a diameter larger than the inner diameter of the blocking ring on the side of the blocking ring head 5.

S2. Prefabricated walls: Arrange vertical steel bars with pier head 5 and pier head 6 (time number 4 for the upper wall and 13 for the lower wall); block ring 10 attached to it Dial to the bottom, and the sleeve to the top; a structural hole 11 is reserved on the side of the upper end of the side with the larger diameter of the vertical steel bar pier head, extending from the side of the member to the inside and leading to the bottom of the end with the larger diameter of the pier head; On both sides of the shear wall, the thickness of the concrete protective layer is left through the cement pad, and then the formwork for pouring the concrete is supported to pour the concrete.

S3. Butt joint of the upper and lower walls: lift the upper wall 2, extend the bottom steel bar 4 into the sleeve 7 of the lower wall 3, stabilize it with oblique supports, and put the external thread 17 of the blocking ring 10 along the internal thread 16 of the upper part of the sleeve Tighten and grout through the grouting hole 8 until the grouting material emerges from the upper surface of the sleeve.

S4. Concrete pouring: 12 places of the cast-in-place belt are equipped with formwork for sealing, and concrete is poured through the structural holes 11 of the upper wall 2 to fill up the cast-in-place belt, and the formwork is removed after the concrete reaches a certain strength.

The distribution steel bars of the sleeve connections of the precast concrete wall panels can be arranged in double rows, single row, Z-shaped arrangement or mixed arrangement, see Figure 10-13.

Example 2

As shown in Figures 14-15, in this embodiment, the prefabricated concrete beams connected with the pier head locking anchor grouting reducing sleeve, the assembly of the concrete beams and the method are similar to those in Embodiment 1, please refer to Figures 1-9. The prefabricated component is a prefabricated concrete beam: one side prefabricated beam 18 and the other side prefabricated beam 19, and the one side prefabricated beam 18 and the other side prefabricated beam 19 are connected by a sleeve. The difference is that there is no need to set construction holes in the prefabricated beam 18 on one side and the prefabricated beam 19 on the other side, and the cast-in-place belt is directly poured between the prefabricated beam 18 on one side and the prefabricated beam 19 on the other side during grouting; One side of the end also has a plugging pad; a grouting hole and a grouting hole will be set on the sleeve 7 tops placed horizontally, and grouting begins from the grouting hole until it emerges from the grouting hole.

It should be pointed out that the above description of the present utility model is illustrative rather than restrictive. For those skilled in the art, under the premise of not departing from the principle of the utility model, some modifications, improvements and equivalents can also be made, and these changes all fall within the protection scope of the utility model, for example: 1 .Change the shape of the sleeve. 2. Cancel the part with the smallest diameter of the sleeve. 3. Cancel the transition section. 4. When connecting, reverse the two ends of the sleeve, the smallest diameter end and the blocking ring end are opposite to those of the utility model. 5. The arrangement of the connecting sleeve. 6. Change the shape of the pier head of the steel bar or change the relative size of the pier head at both ends. The above six examples are just examples, and the modifications that actually fall within the protection scope of the present utility model are not limited thereto, and each component that is not specified in this embodiment can be realized by existing technologies.

Claims (9)

1. the precast unit of pier nose break adrift grouting reducing sleeve connection, is characterized in that: described precast unit side comprises the longitudinal reinforcement of band pier nose and on described longitudinal reinforcement, adheres to the sleeve of connection; Precast unit opposite side comprises the longitudinal reinforcement of band pier nose and stifled ring.

2., with the assembling concrete component that precast unit according to claim 1 is formed, it is characterized in that: it is made up of precast unit according to claim 1; Two precast units connect in work progress, and the reinforcing bar namely on a precast unit is connected with the sleeve on another precast unit by the stifled ring that it connects; The side of sleeve is provided with injected hole; Be cast-in-place band between two precast units, sleeve completes connection at cast-in-place band place.

3. assembling concrete component according to claim 2, is characterized in that: described sleeve vertically internal diameter has difference, and one end internal diameter being connected with stifled ring is comparatively large, and the internal diameter of the other end is less, is provided with changeover portion in centre; The hole of one end that sleeve diameter is larger is screwed hole; When described assembling concrete component for described cartridges sides when vertically connecting has an injected hole; When described assembling concrete component is level connection joint, cartridges sides is provided with an injected hole, a slurry outlet.

4. assembling concrete component according to claim 2, is characterized in that: with the external screw thread matched with the bush whorl hole being connected prefabricated units end during assembling outside stifled ring, stifled ring is connected by screw thread with sleeve.

5. assembling concrete component according to claim 2, it is characterized in that: in described precast unit, the sleeve changeover portion of pier nose shape size and attachment on it that described attachment is connected with sleeve side reinforcing bar matches, pier nose diameter is greater than the internal diameter with the end of the sleeve of its connection side, namely pier nose can be blocked by sleeve, even if when not being in the milk, pulling force still can pass through reinforcing bar pier nose and sleeve transmission.

6. assembling concrete component according to claim 2, it is characterized in that: the pier nose maximum gauge that described prefabricated units do not adhere to the longitudinal reinforcement connecting sleeved side is greater than stifled ring internal diameter and is less than the internal diameter of the sleeve be connected with this side reinforcing bar, namely the pier nose ring that can be blocked blocks, even if when not being in the milk, pulling force still can by the pressure transmission between reinforcing bar pier nose and stifled ring.

7. assembling concrete component according to claim 2, it is characterized in that: described assembling concrete component is when vertically connecting, when the sleeve side connecting stifled ring is in upper end, the shutoff pad of sealing when the opening part that sleeve is positioned at lower end is provided with for being in the milk; When the sleeve side connecting stifled ring is in lower end, the shutoff pad of sealing when the opening part of stifled ring lower end is provided with for being in the milk; Described assembling concrete component when level connection joint, when sleeve both ends open place is provided with for being in the milk sealing shutoff pad.

8. assembling concrete component according to claim 2, is characterized in that: sleeve, before reinforcing bar pier nose, is placed on the side of reinforcing bar by described precast unit, and sleeve can be blocked by the pier nose of this side; Stifled ring is placed on not adhere to and connects sleeved side, and stifled ring can be blocked by the pier nose of this side, then screwing steel bars two ends pier nose.

9. assembling concrete component according to claim 2, it is characterized in that: when component is used for vertically connecting, in the lower end side reserved structure hole of the top precast unit of the cast-in-place band of described assembling concrete component, extend inside from component side and extend downward the bottom of place prefabricated units; When described component is used for level connection joint, without the need to arranging structure hole.