CN109184070B - Prefabricated plate and connection method of prefabricated plate and beam - Google Patents

Abstract

The invention relates to a prefabricated plate and a connection mode of the prefabricated plate, the prefabricated plate and the beam, wherein the prefabricated plates on two sides of the beam are fixed by pins through respective embedded groove-shaped connectors on end faces of supporting ends of the prefabricated plates, and then self-compacting concrete strips are poured in plate seams between the first prefabricated plate and the second prefabricated plate so as to connect the first prefabricated plate, the second prefabricated plate and the beam into a whole, thereby solving the problems of large-area wet operation, complex construction procedure, long construction period, poor construction precision, low quality and the like of the traditional fabricated building composite floor slab process and the problems of easy damage of 'hoops' of the prefabricated plates, on-site binding of reinforcing steel bars, on-site pouring of floor slab concrete and the like of the prefabricated plates.

Description

A method for connecting prefabricated panels, prefabricated panels and beams

Technical Field

The present invention relates to the field of prefabricated buildings, and in particular to a prefabricated board and a connection method between the prefabricated board, the prefabricated board and the beam.

Background Art

Prefabricated buildings are the development direction of engineering construction. They adopt refined construction, which not only saves energy and reduces pollution, but also improves efficiency and quality.

In order to ensure the integrity of the floor slab, the existing prefabricated floor slabs still mostly adopt the method of prefabricated panels plus superimposed layers, that is, the lower part of the floor slab is prefabricated in the factory, and the upper part of the concrete is cast on site. The prefabricated lower part of the floor slab only serves as the bottom formwork of the upper part of the floor slab concrete. The construction of the upper part of the floor slab, i.e. the superimposed layer concrete, still requires on-site tying of steel bars and pouring of concrete, which causes delays in work and time. In addition, the connection between the prefabricated panels adopts the steel bar overlap method, that is, the "beard bars" at the ends of the prefabricated panels are exposed; when the prefabricated panels are installed in place on site, the "beard bars" are tied together with the beam steel bars, and the joints and the upper part of the floor slab concrete are poured together. Because the "beard bars" are exposed, they are easily stepped on or even cut short during production, transportation, and installation. This makes it difficult for the floor slab construction to meet the design requirements, the project quality cannot be guaranteed, and there are hidden dangers to the structural safety. Moreover, a large amount of wet concrete pouring operations are required at the construction site, which results in complex procedures, long construction period, many wet operations on site, and poor construction precision. The construction quality mainly depends on the on-site construction management and the quality of the workers. There are many human factors, and the construction quality is difficult to guarantee.

Summary of the invention

The present invention aims to provide a prefabricated panel and a method for connecting prefabricated panels with prefabricated panels and beams, so as to solve the problem of large-area wet operation in the existing prefabricated building composite floor slab process, as well as the shortcomings of complex construction process, long construction period, poor construction precision and low quality, and the problems of easy damage to the "beard bars" of the prefabricated panels, on-site tying of steel bars and on-site pouring of floor slab concrete.

The specific plan is as follows:

A prefabricated panel comprises a prefabricated panel body, a slot-type connector and anchor bars, wherein the slot-type connector comprises an upper ear plate, a vertical panel and a lower ear plate, wherein the upper ear plate and the lower ear plate are respectively located at the upper and lower ends of the vertical panel, and pin holes are provided in the middle of the upper ear plate and the lower ear plate, and anchor bar holes are provided on the vertical panel, wherein the anchor bars comprise an anchor bar rod body and a semicircular anchor head and a bolt anchor head respectively located at the two ends of the anchor bar rod body, and the anchor bar rod body of the anchor bar is passed through the anchor bar hole on the vertical panel and then the other end is locked with the bolt anchor head so as to fix the slot-type connector on the supporting end surface of the prefabricated panel body and the beam support, and the opening between the upper ear plate and the lower ear plate is away from the supporting end surface of the prefabricated panel body and the beam support.

Furthermore, the effective cross-sectional area of the upper ear plate and the lower ear plate of the groove-type connector after "equal strength replacement" is not less than the area of the stressed steel bars in the prefabricated panel body.

The present invention also provides a method for connecting a prefabricated plate with a prefabricated plate and a beam, comprising the following steps:

S1. Provide a beam, a first prefabricated plate, and a second prefabricated plate, wherein the first prefabricated plate and the end surface of the support end of the beam support are pre-embedded with a first groove-shaped connecting member, and the first groove-shaped connecting member is provided with a first pin hole, and the second prefabricated plate and the end surface of the support end of the beam support are pre-embedded with a second groove-shaped connecting member, and the second groove-shaped connecting member is provided with a second pin hole;

S2, hoisting and supporting the first prefabricated panel and the second prefabricated panel on opposite sides of the beam respectively, inserting the second slot-shaped connector into the first slot-shaped connector, inserting the pin into the first pin hole and the second pin hole of the first slot-shaped connector and the second slot-shaped connector, so as to fix the first slot-shaped connector and the second slot-shaped connector;

S3. Lay out structural reinforcement on the top of the beam and pour self-compacting concrete strips at the boundary seams of the beam and slab to connect the first precast slab, the second precast slab and the beam into a whole.

Furthermore, the first pin hole of the first slot-shaped connecting member and the second pin hole of the second slot-shaped connecting member are both oblong holes, and the first pin hole and the second pin hole are arranged perpendicularly to each other.

Furthermore, the net height of the slot of the first slot-shaped connecting member is 10 mm greater than the net height of the slot of the second slot-shaped connecting member.

Furthermore, the strength grade of the self-compacting concrete strip at the beam-slab boundary joint cast in step S3 is one level higher than the strength grade of the first precast slab and the second precast slab.

Furthermore, the first prefabricated panel and the second prefabricated panel are both one-way panels, and the first and second groove-type connectors are respectively provided on the short sides of the first and second prefabricated panels, and the upper and lower tongue-and-groove that engage with each other are respectively provided on the long sides of the first and second prefabricated panels.

Furthermore, a bolt is pre-embedded on the lower tongue and groove, and a bolt hole matching the bolt on the lower tongue and groove is reserved on the upper tongue and groove.

Furthermore, the first prefabricated panels and the second prefabricated panels are arranged in such a way that the arrangement directions of the prefabricated panels in adjacent column grid bays are perpendicular to each other.

Furthermore, two adjacent prefabricated panels in the same direction are arranged with staggered joints.

The prefabricated panels and the connection method between the prefabricated panels, prefabricated panels and beams provided by the present invention have the following advantages compared with the prior art:

1. The precast panels and the connection method between the precast panels, precast panels and beams provided by the present invention improve the existing connection method of precast panels, and realize rapid on-site installation; the secondary pouring of the concrete floor slab superposition layer is eliminated, and only concrete strips are poured on the top surface of the beam.

2. The cross-section of the groove-type connector is not less than the cross-section of the precast slab reinforcement, which will not weaken the stress-bearing performance of the precast slab. By inserting pins into the pin holes of the connector, bolts on the top of the beam, structural reinforcement on the top of the beam, and cast-in-place self-compacting concrete of a higher strength grade in the boundary joints of the beam and slab, special measures are taken in the design of the precast slab and the arrangement of the precast slab to ensure the reliable connection between the floor slab and the main structure and achieve the overall performance of the floor slab.

3. After the floor slab is installed in place, concrete is poured only after the beam and slab are spliced, which only occupies a small part of the working surface, freeing up the working space on the large slab surface and not interfering with the next construction process. By rationally organizing the construction and adopting flow operations, the construction period can be greatly shortened.

BRIEF DESCRIPTION OF THE DRAWINGS

FIG. 1 shows a schematic diagram of a prefabricated panel.

FIG. 2 shows a side view of a channel type connector.

FIG. 3 shows a top view of a slotted connector.

FIG. 4 shows a side view of the precast panels mounted on the beams.

FIG. 5 shows a top view of the precast panels installed on the beams.

FIG. 6 shows a schematic diagram of a prefabricated panel having a first tongue-and-groove structure.

FIG. 7 shows a schematic diagram of a prefabricated panel having a second tongue-and-groove structure.

FIG8 is a schematic diagram showing the arrangement of precast panels in adjacent column grid bays.

DETAILED DESCRIPTION

To further illustrate the various embodiments, the present invention provides drawings. These drawings are part of the disclosure of the present invention, which are mainly used to illustrate the embodiments and can be used in conjunction with the relevant descriptions in the specification to explain the operating principles of the embodiments. With reference to these contents, a person of ordinary skill in the art should be able to understand other possible implementations and advantages of the present invention. The components in the figures are not drawn to scale, and similar component symbols are generally used to represent similar components.

The present invention will now be further described with reference to the accompanying drawings and specific implementation methods.

Example 1

As shown in Fig. 1 and Fig. 2, this embodiment provides a prefabricated plate, which includes a prefabricated plate body 10, a slot-type connector 20 and an anchor 30. The slot-type connector 20 includes an upper ear plate 202, a vertical plate 200 and a lower ear plate 204. The upper ear plate 202 and the lower ear plate 204 are respectively located at the upper and lower ends of the vertical plate 200. The upper ear plate 202, the vertical plate 200 and the lower ear plate 204 can all be cut and made by steel plate cutting. The upper and lower edges of the vertical plate 200 are respectively connected to the upper ear plate 202 and the lower ear plate 204 by fillet welding. Mass production can also be made by mold casting or customized channel steel. The upper ear plate 202 and the lower ear plate 204 are both provided with pin holes 206 in the middle, and the vertical plate 200 is provided with anchor holes 208.

Referring to Figure 3, the upper ear plate 202 and the lower ear plate 204 have the same size and are axisymmetric trapezoids. The outer edges are cut into arc shapes without affecting the stress of the ear plates. The pin holes opened in the middle of the upper ear plate 202 and the lower ear plate 204 are oblong holes, and the long direction of the oblong holes is parallel or perpendicular to the edge line of the prefabricated plate support end plate. The cross-sections of the upper ear plate 202 and the lower ear plate 204 should be calculated and determined by the "equal strength replacement" method, and their effective cross-sectional area after "equal strength replacement" should not be less than the area of the prefabricated plate stress-bearing steel bars. The vertical plate 200 is rectangular and has two anchor holes 208 symmetrically arranged on the axis. The anchor holes 208 are preferably arranged in pairs, and the hole diameter should be set according to the anchor diameter required for calculation.

The anchor bar 30 includes an anchor bar rod body 300 and a semicircular anchor head 302 and a bolt anchor head 304 respectively located at both ends of the anchor bar rod body 300. The anchor bar rod body 300 is made of ribbed steel bars, and its diameter and length are determined by calculation. Among them, the anchor bar anchor head at the vertical plate 200 is a semicircular anchor head 302, which is made by melting and upsetting the anchor bar rod so that the diameter of the semicircular anchor head 302 is larger than the anchor bar hole 208 to prevent the anchor bar rod body 300 from escaping from the anchor bar hole 208; the other end uses a bolt anchor head 304, and the end of the anchor bar rod body 300 is pre-tapped during production, and a common hexagonal nut is screwed on when pre-embedded.

After the anchor rod body 300 of the anchor bar 30 passes through the anchor hole 208 on the vertical plate 200, a nut is screwed on the other end to fix the groove-type connector 20 on the supporting end surface of the precast plate body 10 and the beam support, and the opening between the upper ear plate 202 and the lower ear plate 204 is away from the supporting end surface of the precast plate body and the beam support.

The manufacturing process of the precast panels in this implementation is as follows: the groove-type connectors are embedded before pouring in the factory. The left and right ends of each precast panel are provided with left and right groove-type connectors in pairs. The position and number of the connectors relative to the edge of the panel support end should be determined by calculation, and the number of connectors should not be less than 2 at each end. The groove-type connector is set in the middle of the height of the precast panel support end. When embedding, first insert the anchor bar into the vertical panel, make the semicircular anchor head close to the vertical panel, screw on the nut of the bolt anchor head as the anchor bar, put the groove-type connector into the plate reinforcement that has been tied and placed, and use temporary fixing measures (such as iron wire) to tie and fix the groove-type connector, and the embedding of the connector is completed. After that, concrete can be poured so that the groove-type connector and the precast panel body are cast as a whole. If it can be ensured that the bolt anchor head of the anchor bar is not damaged during the production, transportation and placement of the precast panel, the anchor bar can also be inserted into the vertical panel in the reverse direction, and the threaded end is inserted into the vertical panel, and the nut is tightened. Other methods remain unchanged. In this way, as long as the anchor bars are positioned accurately, the grooved connectors can be installed when the prefabricated panels are in place on site.

The connection method between the prefabricated panels, prefabricated panels and beams provided in this embodiment and the advantages brought about are described in detail in Embodiment 2.

Example 2

Referring to FIG. 4 and FIG. 5 , this embodiment provides a method for connecting the prefabricated panels provided in Embodiment 1 with the prefabricated panels and beams, and the connection method includes the following steps:

S1. Provide beam 4, first prefabricated plate 1a and second prefabricated plate 1b. The first prefabricated plate 1a and the end surface of the support of beam 4 are pre-embedded with a first groove-shaped connector 20a, and the first groove-shaped connector 20a is provided with a first pin hole 206a. The second prefabricated plate 1b and the end surface of the support of beam 4 are pre-embedded with a second groove-shaped connector 20b, and the second groove-shaped connector 20b is provided with a second pin hole 206b. The manufacturing process of pre-embedding the first groove-shaped connector 20a and the second groove-shaped connector 20b in the first prefabricated plate 1a and the second prefabricated plate 1b is the same as the method of pre-embedded groove-shaped connectors in the prefabricated plate body in Example 1. The first groove-shaped connector 20a and the second groove-shaped connector 20b have the same structure and similar appearance, but are different in size. In this embodiment, the size of the first groove-shaped connector 20a is larger than that of the second groove-shaped connector 20b. Preferably, the net height of the notch of the first slot-type connector 20a is 10 mm greater than the net height of the notch of the second slot-type connector 20b to take into account the installation and construction error of the prefabricated concrete components.

S2. The first precast panel 1a and the second precast panel 1b are hoisted and supported on opposite sides of the beam 4 respectively, the first groove-type connectors 20a and the second groove-type connectors 20b of the precast panels on both sides of the beam are matched one by one, and the second groove-type connector 20b is inserted into the first groove-type connector 20a, and the pin 5 is inserted into the first pin hole 206a and the second pin hole 206b of the first groove-type connector 20a and the second groove-type connector 20b to temporarily fix the first precast panel 1a and the second precast panel 1b on the beam 4.

Specifically, the columns and beams are hoisted first, and then the prefabricated panels are hoisted and put into place to initially form a force-bearing structure system. After the beam is fixed, the prefabricated panels on the left and right sides of the beam can be hoisted in pairs to the designed panel positions. The prefabricated panels on one side of the beam are hoisted and put into place first, and then the other side of the beam is hoisted to the designed position. The grooved connectors are pushed toward the adjacent prefabricated panel grooved connectors to align the pin holes of the left and right prefabricated panel grooved connectors, and the pins are inserted into the pin holes to complete the fixation of a set of grooved connectors. After the grooved connectors at both ends of the prefabricated panel are fixed, the fixation of the entire prefabricated panel is completed.

In this embodiment, the appearance of the pin 5 is similar to that of an ordinary rivet, but the end is chamfered. A common semi-circular head rivet can be used and the rivet foot can be cut and chamfered to form, or ribbed steel bars can be cut, melt-upset, and cut and chamfered.

S3. Arrange the top structural reinforcement and distribution reinforcement in the gap between the two precast panels of the beam 4, and cast the self-compacting concrete strip at the boundary seam of the beam and slab, so that the first precast panel 1a, the second precast panel 1b and the beam 4 are connected as a whole. To ensure the integrity of the floor slab, bolts 6 can also be arranged in the gap between the two precast panels of the beam 4.

Among them, preferably, the strength grade of the self-compacting concrete strip at the cast beam-slab boundary seam is one level higher than the strength grade of the first precast slab and the second precast slab to ensure the integrity between the precast slab and the beam.

In this embodiment, preferably, the first pin hole 206a of the first slot-type connector 20a and the second pin hole 206b of the second slot-type connector 20b are both oblong holes, and the first pin hole 206a and the second pin hole 206b are arranged vertically to each other. The hole diameter can take into account the construction error of the concrete embedded parts, and the length is 10 mm more than the allowable error of the steel component manufacturing to facilitate the alignment between the first slot-type connector 20a and the second slot-type connector 20b.

In this embodiment, the first precast plate and the second precast plate can be one-way plates or two-way plates, wherein the structure of the one-way plate is preferably the following structure, with reference to Figures 6 and 7, i.e., the first groove type connector 20a and the second groove type connector 20b are respectively provided on the short sides of the first precast plate 1a and the second precast plate 1b, and the upper tongue 100 and the lower tongue 110 that engage with each other are respectively provided on the long sides of the first precast plate 1a and the second precast plate 1b. There are two ways to make the upper tongue 100 and the lower tongue 110, i.e., the first way as shown in Figure 6 and the second way as shown in Figure 7. The first and second ways are similar, both of which are tongues that engage with each other, the lower tongue 110 is pre-embedded with bolts 6', and bolt holes 102 are reserved at the corresponding positions of the upper tongue, and the precast plates are fixed by pouring self-compacting concrete after they are in place. The difference is that the cross-section of the precast panels in method one is in a zigzag shape, and the precast panels are arranged in sequence; the cross-section of the precast panels in method two is in a positive T-shape and an inverted T-shape, and the two are arranged alternately.

In this embodiment, in order to ensure the overall firmness of the floor after the prefabricated panels are installed in place, the first prefabricated panels and the second prefabricated panels are arranged in a manner that "the directions of the prefabricated panels in adjacent column grid bays are perpendicular to each other". As shown in Figure 8, A, B, C, and D are four adjacent column grid bays. For simplicity, the column grid size is 9m*9m, and the prefabricated panel size is 0.9m*3m. The prefabricated panels in bay A are arranged in an east-west direction, that is, A1, A2, A3...A10 are supported on east-west beams; while bay B is arranged in a north-south direction, that is, B1, B2, B3...B10 are supported on north-south beams, bay C is arranged in a north-south direction, and bay D is arranged in an east-west direction.

It is further preferred that adjacent precast panels in the same direction are arranged with staggered seams. That is, as shown in Figure 8, the grooved connectors of the precast panels are arranged at 1/4 of the width of the supporting end, and the positions of adjacent precast panels in the same direction differ by 1/2 of the width. The precast panels of bay A are all placed on the east-west beams, and the positions of A1, A3, A5... and A2, A4, A6... differ by exactly 1/2 of the board width. In this way, the first grooved connector at the north end of A2 is inserted into the grooved connector at the south end of A1, the second grooved connector at the north end of A2 is inserted into the grooved connector at the south end of A3, and so on. In this way, it can be ensured that the precast panels will not be damaged by the through seams, and the overall firmness of the floor slabs can be ensured after the precast panels are installed in place.

In addition, considering that the size of precast panels is generally a standard modulus, while the size of building bays is not necessarily a standard modulus, the remaining parts after the precast panels are arranged are cast in place. Due to the staggered arrangement of precast panels, when the first and last precast panels are 1/2 of the panel width, special-shaped precast panels can be customized or partially cast in place. In addition, the building's floors, elevator rooms, and corners of the building plane are weak links in the stress of the floor slabs, and are also partially cast in place. These locations are small in range and the amount of concrete is very small, so the use of cast-in-place concrete floors will not interfere with large-scale construction operations. Since the precast panels on both sides of the beam are connected in pairs, when the other side of the beam corresponding to the end of the precast panel is the long direction of the one-way precast panel, or the outer edge of the building or the edge of the elevator opening, there is no corresponding adjacent precast panel connected to the support end of the precast panel. The corresponding connector can be preset on the beam to achieve the connection and fixation of the support end of the precast panel.

By taking the above-mentioned strengthening measures, the overall performance of the floor slab after the prefabricated panels are installed can be guaranteed, the reliable connection between the floor slab and the steel structure can be guaranteed, and the effective transmission of the horizontal force of the floor can be guaranteed.

The connection method in this embodiment can be used for assembled steel structure building floors and assembled concrete building floors. When the assembled concrete building floors adopt the connection method in this embodiment, the method of precast concrete floors, the method of arranging precast panels on site and installing them in place, inserting pins, laying beam structural steel bars, and pouring self-compacting concrete strips do not need to be changed. It is only necessary to change the precast steel beams to precast reinforced concrete beams or precast steel concrete beams.

When prefabricated reinforced concrete beams are used, steel anchor plates are welded under the steel beam bolts and embedded in the prefabricated reinforced concrete beams. When the steel anchor plates are set along the entire length of the beam, they can be considered to replace the top steel bars of the prefabricated beams. When prefabricated steel-concrete beams are used, the steel beam bolts are directly extended downward and welded to the upper flange of the steel. The installation of on-site prefabricated reinforced concrete beams and prefabricated steel-concrete beams can be carried out in the same manner as general prefabricated concrete buildings.

In addition, the connection method in this embodiment can also be applied to prefabricated concrete beams of assembled concrete buildings. Except that the dimensions of each component of the device should be designed as needed, the method is similar to that of prefabricated panels, which are also arranged in pairs at the beam support ends. The prefabricated beams on both sides of the prefabricated beam support can be connected in pairs through prefabricated panel groove connectors, and studs are set as needed. The self-compacting concrete is poured for the second time to achieve the connection of the prefabricated beams. Generally speaking, the height of the beam section is greater than the width, and the groove connector can be set horizontally (the ear plate is placed horizontally) or vertically (the ear plate is placed vertically) according to actual needs.

The precast panels and the connection method between the precast panels, precast panels and beams provided by the present invention change the practice of using composite concrete floor slabs in existing prefabricated buildings, solve the problems of complex construction process, long construction period, poor construction accuracy, low quality, etc. of composite concrete floor slabs, and overcome the shortcomings of easy damage to the "beard ribs" of the precast panels, difficulty in biting adjacent precast panels, difficulty in positioning pins, large amount of steel used, and large amount of secondary concrete pouring.

Its main advantages are:

(1) Reasonable force: The main force-bearing component of the precast plate groove connector is the ear plate of the connector. The ear plate replaces the plate reinforcement, and the cross-section of the precast plate force-bearing reinforcement is not weakened. The plate reinforcement is only changed from a dispersed arrangement to a concentrated arrangement of steel ear plates. Secondly, the connectors are arranged in groups, pairs, and symmetrically at both ends of the precast plate. Each connector is arranged in the middle of the plate height. The connectors are reasonably stressed and bear the tension between the precast plates. No additional bending moment will be generated due to the eccentric arrangement, causing torsion.

After the prefabricated panels are hoisted in place, there is still about 150 mm of installation space after deducting the width of the prefabricated panels. In addition to inserting the connector pins to fix the prefabricated panels, the 150 mm wide space is also used as the installation space for the top beam steel bars and beam bolts. The bolts and connectors can be arranged alternately and will not fight with each other. After the prefabricated panels are installed and fixed in place, the top beam steel bars can be laid (the bolts can be welded to the beams in advance in the factory), and the joint concrete between the prefabricated panels on the top of the beams can be poured to tightly connect the left and right prefabricated panels and the beams to achieve the integrity of the floor slab.

The force transmission path of the prefabricated slab groove-type connector is clear and reasonable. The use of this device does not change the force-bearing mode of the floor slab, the seismic performance of the structural system is not weakened, and the structural safety is guaranteed.

(2) Simple production: The main components connecting the two prefabricated panels are the groove connectors, anchor bars and pins. The components are compactly arranged and exquisitely designed. The groove connectors can be made of corrugated steel plates through cutting, punching and welding, or they can be made by mold casting or customized channel steel; the anchor bars can be made of cold-rolled ribbed steel bars commonly used in engineering by melting, upsetting and tapping the ends, and the nuts of the bolt anchor heads can be ordinary hexagonal nuts available on the market; the pins are common semi-circular head rivets with the nail feet cut and chamfered, or they can be made of ribbed steel bars cut, melted, upset, cut and chamfered.

When the production quantity of the slot connector is small, the slot connector can be made of corrugated steel plate through cutting, punching and welding, the anchor bar can be cut, upset and tapped with ribbed steel bar (the nut of the bolt anchor head can be purchased from the market), and the rivet can be formed by cutting and chamfering ordinary rivets. If the production quantity is large, all parts can be mass-produced, and can be made by mold casting or customized channel steel. The processing technology is simpler and the processing accuracy is more guaranteed. The prefabricated plate slot connector is simple to make, reliable in quality, and easy to promote and use.

(3) Quick installation: Before pouring concrete on the precast panels, the groove connectors are embedded. First, the anchor bars are inserted into the anchor bar holes of the vertical panels of the groove connectors, and the nuts are screwed on. Then, the groove connectors are embedded in pairs and aligned. When the precast panels are shipped from the factory to the site, the precast panels on both sides of the beam are hoisted in pairs. The groove connectors are pushed into the groove connectors of the adjacent precast panels, and the pins are inserted to complete the positioning and fixing of the precast panels. The installation method of the precast panel groove connectors is simple, quick, and efficient, and the construction quality is guaranteed.

(4) Convenient storage: All parts of the prefabricated plate groove-type connectors are separated. The anchor bars and pins can be disassembled. The anchor bars are inserted when the connectors are embedded in the factory, and the pins are inserted when the prefabricated plates are in place and fixed on site. The accessories can be stored separately, occupying little space, and are very convenient for storage and transportation.

(5) Cost saving: Since the main load-bearing component of the groove-type connector of the precast panel is the ear plate of the groove-type connector, the ear plate and other strong replacement plate reinforcement do not weaken the cross-section of the load-bearing reinforcement of the precast panel, and only the dispersed arrangement of the plate reinforcement is changed to a centralized arrangement of the steel ear plate. Therefore, compared with the traditional cast-in-place concrete floor, the increase in steel consumption is very small. Compared with the composite concrete floor commonly used in existing prefabricated buildings, since the floor is formed in one step, the steel content will not increase, and may even decrease. More importantly, because the method of composite concrete floor is changed, the new precast panel connection method is simple, the construction is convenient and efficient, which can save labor costs and reduce the cost of building materials wasted on site. Therefore, the use of this precast panel can reduce costs and save construction costs.

Although the present invention has been specifically shown and described in conjunction with the preferred embodiments, it should be understood by those skilled in the art that various changes may be made to the present invention in form and details without departing from the spirit and scope of the present invention as defined by the appended claims, all of which are within the scope of protection of the present invention.

Claims (2)

1. The method for connecting the precast slab with the precast slab and the beam is characterized in that the precast slab comprises a precast slab body, a groove-shaped connecting piece and an anchor bar, wherein the groove-shaped connecting piece comprises an upper lug plate, a vertical plate and a lower lug plate, the upper lug plate and the lower lug plate are respectively positioned at the upper end and the lower end of the vertical plate, pin holes are respectively formed in the middle parts of the upper lug plate and the lower lug plate, the anchor bar holes are formed in the vertical plate, the anchor bar comprises an anchor bar body, semicircular anchor heads and bolt anchor heads respectively positioned at the two ends of the anchor bar body, the other end of the anchor bar body of the anchor bar is locked with the bolt heads after penetrating through the anchor bar holes in the vertical plate so as to fix the groove-shaped connecting piece on the end faces of the supporting ends of the precast slab body and the beam support, the openings between the upper lug plate and the lower lug plate deviate from the end faces of the supporting ends of the precast slab body and the beam support, the effective cross section areas of the groove-shaped connecting piece after being subjected to 'equal-strength replacement' are not smaller than the area of the precast slab body, and the bearing height of the groove-shaped connecting piece is arranged at the middle height of the bearing end of the precast slab body; the method comprises the following steps:

S1, providing a beam, a first precast slab and a second precast slab, wherein a first groove-shaped connecting piece is pre-embedded on the end face of the supporting end of the first precast slab and the beam support, a first pin hole is formed in the first groove-shaped connecting piece, a second groove-shaped connecting piece is pre-embedded on the end face of the supporting end of the second precast slab and the beam support, and a second pin hole is formed in the second groove-shaped connecting piece;

S2, respectively hoisting and supporting the first prefabricated plate and the second prefabricated plate on two opposite sides of the beam, inserting a second groove-shaped connecting piece into the first groove-shaped connecting piece, and inserting a pin into the first groove-shaped connecting piece, a first pin hole and a second pin hole of the second groove-shaped connecting piece so as to fix the first groove-shaped connecting piece and the second groove-shaped connecting piece;

s3, laying beam top constructional ribs, and pouring beam slab boundary joints to self-compact concrete strips so as to connect the first precast slab, the second precast slab and the beam into a whole;

The first pin holes of the first groove-shaped connecting piece and the second pin holes of the second groove-shaped connecting piece are oblong holes, and the first pin holes and the second pin holes are vertically arranged; the net height of the notch of the first groove-shaped connecting piece is 10mm greater than that of the notch of the second groove-shaped connecting piece;

The first precast slab and the second precast slab are unidirectional slabs, a first groove-shaped connecting piece and a second groove-shaped connecting piece are respectively arranged on the short sides of the first precast slab and the second precast slab, and an upper rabbet and a lower rabbet which are mutually meshed are respectively arranged on the long sides of the first precast slab and the second precast slab; the lower rabbet is pre-embedded with a peg, and the upper rabbet is reserved with a peg hole matched with the peg on the lower rabbet; the first precast slab and the second precast slab are arranged in a mode that the slab arrangement directions of adjacent column net inter-precast slabs are mutually perpendicular; and the adjacent precast slabs distributed in the same direction are arranged in a staggered way.

2. The connection method according to claim 1, characterized in that: and S3, the strength grade of the self-compacting concrete strip of the beam slab boundary seam poured in the step S3 is one level higher than that of the first precast slab and the second precast slab.