CN207525906U - A kind of assembled frame-shear structure wall splitlevel connection structure - Google Patents

Abstract

The utility model relates to the field of prefabricated concrete buildings, in particular to a structure in which the shear walls of a prefabricated concrete frame-shear wall structure (frame-shear structure for short) adopt a split-level connection. The structure includes: precast lower columns, precast upper columns, precast bottom half/top half walls, precast middle walls, precast top beams and foundation beams, and I-shaped column-wall joint keys and grooves for the connection between the above elements Beam-wall joints, formed by pouring concrete. In the utility model, the frame column of the shear wall is disconnected at the floor, and the shear wall is disconnected between the two floors; at the same time, the assembly between the components is connected by steel plates. This connection structure and assembly method have an overall It has the advantages of strong toughness and high ductility, and the integrity and earthquake resistance of the structure have been improved.

Description

A prefabricated frame-shear structural wall split-level connection structure

technical field

The utility model relates to the field of prefabricated concrete buildings, in particular to a structure in which the shear walls of a prefabricated concrete frame-shear wall structure (frame-shear structure for short) adopt a split-level connection.

Background technique

The prefabricated concrete structure has the advantages of improving production efficiency, saving energy, improving and ensuring the quality of construction projects, and is one of the important directions for the development of building structures in my country. The concrete frame-shear structure is a force-bearing form composed of two different lateral force-resisting structures, the frame and the shear wall structure. In the frame-shear structure, the shear wall mainly bears the horizontal load, and the vertical load is borne by the frame. The frame-shear structure has the advantages of large horizontal force resistance of the shear wall and flexible spatial arrangement of the frame structure. It is an application in building structures. A wider structural system. Therefore, reasonable and efficient disassembly and assembly of the frame-shear structure is an important issue worthy of attention in the fabricated system.

At present, in the existing concrete frame-shear structure technology, when dismantling the frame and shear walls, they are all dismantled at the position of the floor slab, and then assembled after dismantling. The concrete is not connected at the assembled position, only the steel bar is connected. Therefore, at the splice locations, the integrity of the structure is poor.

Utility model content

The purpose of this utility model is to provide a structure in which the shear walls of the prefabricated concrete frame-shear structure adopts a split-level connection, which greatly increases the ductility and integrity of the structure on the premise of ensuring the connection between various prefabricated concrete components.

Technical scheme of the utility model:

A prefabricated frame-shear structural wall split-level connection structure, the structure includes: prefabricated lower columns, prefabricated upper columns, prefabricated bottom half/top half walls, prefabricated middle walls, prefabricated top beams and foundation beams and the The I-shaped column-wall connection key and channel beam-wall connection key connected between components are composed of poured concrete. The specific structure is as follows:

The two ends of the foundation beam are provided with prefabricated lower-story columns, and the top of the foundation beam is provided with prefabricated bottom half-story walls through beam-wall embedded parts, shear steel plate keys and channel beam-wall connection keys, and the two sides of the prefabricated bottom half-story walls are respectively The prefabricated lower layer columns are connected by column-wall embedded parts and I-shaped column-wall connection keys, and the top of the prefabricated bottom half-story wall is respectively connected by beam-wall embedded parts, shear steel plate grooves and channel beam-wall connection keys Set the prefabricated middle wall, and set the prefabricated upper column on the top of the prefabricated lower column; the two ends of the lower layer of the prefabricated middle wall and the prefabricated lower column are connected by column-wall embedded parts, I-shaped column-wall connection keys, and the prefabricated middle wall The two ends of the upper layer and the prefabricated upper layer columns are connected by column-wall embedded parts and I-shaped column-wall connection keys, and the two ends of the middle layer of the prefabricated middle wall and the prefabricated lower layer columns are connected by frame beam positive moment bars and transverse reinforcement sleeves Connection, the two ends of the middle layer of the prefabricated middle wall and the prefabricated upper column are connected by frame beam negative moment reinforcement and transverse steel sleeve; the top of the prefabricated middle wall is connected by beam-wall embedded parts, shear steel plate key and channel beam -The wall connection key sets the prefabricated top half-story wall, and the two sides of the prefabricated top half-story wall are respectively connected to the prefabricated upper-story columns through column-wall embedded parts, I-shaped column-wall connection keys, and the top of the prefabricated top half-story wall respectively The prefabricated top floor beams are set through the beam-wall embedded parts, the shear steel plate grooves and the channel beam-wall connection keys, and the two ends of the prefabricated top floor beams are respectively arranged on the top of the prefabricated upper column.

In the prefabricated frame-shear structure wall split-level connection structure, the column-wall pre-embedded parts are composed of ribbed steel plate I and round hole I, one side of the ribbed steel plate I is provided with ribs in parallel up and down, and the Set round hole I on one side on the other side;

The beam-wall embedded part is composed of ribbed steel plate II, round hole I, square hole and round hole II. Ribs are arranged on one side of the ribbed steel plate II in parallel up and down. One end of the rib plate is provided with semicircular round hole II, and the other side of the ribbed steel plate II is provided with round hole I.

In the prefabricated frame-shear structure wall split-level connection structure, the prefabricated lower column is composed of the longitudinal reinforced steel bar of the lower column, the column stirrup, the longitudinal steel sleeve, the transverse steel sleeve and the ribbed steel plate I poured concrete, which is square The four lower column longitudinal reinforcements are connected by column stirrups to form a frame structure. The bottom of each lower column longitudinal reinforcement is fitted with a longitudinal reinforcement sleeve, and one side of the frame structure is provided with column-wall embedded parts up and down. The upper part of the side is provided with a transverse reinforcement sleeve;

The prefabricated upper column is composed of the longitudinal reinforcement of the upper column, the column stirrup, the transverse reinforcement sleeve and the ribbed steel plate I poured concrete, and the four longitudinal reinforcement of the upper column arranged in a square are connected by the column stirrup to form a frame structure. One side of the frame structure is provided with column-wall embedded parts up and down, and the lower part of the side is provided with a transverse reinforcement sleeve.

In the prefabricated frame-shear structure wall split-level connection structure, the shear steel plate groove is composed of a ribbed steel plate III and a round hole I, one side of the ribbed steel plate III is provided with ribs in parallel up and down, and the other side of the ribbed steel plate III A round hole I is set on one side; the shear steel plate key is composed of a ribbed steel plate IV and a round hole I, one side of the ribbed steel plate IV is longitudinally provided with a rib plate, and the other side of the ribbed steel plate IV is provided with a round hole I.

In the prefabricated frame-shear structure wall split-level connection structure, the steel bars in the prefabricated bottom half-story/top half-story walls include prefabricated bottom half-story/top half-story shear wall longitudinal stress bars and shear wall transverse distribution bars , shear wall constrained edge member stirrups and shear wall tie bars, two parallel and opposite rows of prefabricated bottom half/top half story shear wall longitudinal reinforcements and two parallel and opposite shear wall transverse distribution reinforcements to form a frame The structure is located between the longitudinal tendons of the prefabricated bottom half-story/top half-story shear wall at the end of the transverse distribution reinforcement of the shear wall. The longitudinal reinforcement of the shear wall of the storey is connected by the shear wall tension bars; the column-wall embedded parts are arranged on both sides of the frame structure, and the ribbed steel plate II and the ribbed steel plate III are installed on the top of the frame structure. The ribbed steel plate II is symmetrically arranged on both sides of the ribbed steel plate III; the ribbed steel plate II and the ribbed steel plate III are arranged at the bottom of the frame structure, and the two ribbed steel plates II are symmetrically arranged on both sides of the ribbed steel plate III.

In the prefabricated frame-shear structure wall split-level connection structure, the steel bars in the prefabricated middle wall include shear wall transverse distribution bars, shear wall constrained edge member stirrups, shear wall tie bars, and middle layer shear wall longitudinal reinforcement. Tension reinforcement, frame beam negative moment reinforcement, frame beam positive moment reinforcement and frame beam stirrup, two rows of parallel and opposite shear wall transversely distributed reinforcement and two parallel rows of parallel and opposite mid-level shear wall longitudinal reinforcement respectively compose the upper and lower floors Frame structure, located between the longitudinal reinforcement bars of the middle shear wall at the ends of the transverse distribution bars of the shear wall, connected by the stirrups of the edge members constrained by the shear wall, and the longitudinal reinforcement bars of the opposite middle shear wall through the shear force The wall tie bars are connected; the negative moment bars and positive moment bars of the frame beams arranged in parallel up and down are connected by frame beam stirrups to form a middle frame structure; Structural connection: column-wall embedded parts are installed on both sides of the upper and lower frame structures, ribbed steel plate II and ribbed steel plate IV are installed on the top of the upper frame structure, and the two ribbed steel plates II are symmetrically arranged on the ribbed steel plate IV Both sides; the bottom of the lower frame structure is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on both sides of the ribbed steel plate IV.

In the prefabricated frame-shear structure wall split-level connection structure, the steel bars in the prefabricated top floor beams include top frame beam negative moment bars, top frame beam positive moment bars, top frame beam stirrups, beam-column node stirrups and PVC Vinyl pipes, two parallel rows of negative moment tendons of the top frame beam and two parallel rows of positive moment tendons of the top frame beam form a frame structure, between the negative moment bars of the top frame beam and the positive moment bars of the top frame beam, the top frame beam passes Stirrup connection, the two sides of the positive moment reinforcement of the frame beam on the top floor are respectively provided with polyvinyl chloride pipes vertically through the stirrup of the beam-column joint; the bottom of the frame structure is provided with ribbed steel plate II and ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged On both sides of the ribbed plate IV.

In the prefabricated frame-shear structure-wall split-level connection structure, a round hole III is provided at the bottom of the channel-shaped beam-wall connection key, and the two sides of the channel-shaped beam-wall connection key are oppositely slotted.

Advantage and beneficial effect of the present utility model are:

1. The shear walls of this utility model adopt mutual staggered connection, which reduces the horizontal displacement caused by the assembly gap between the components under the earthquake load at the same floor height, and enhances the integrity of the structure and the ability to resist deformation and damage .

2. The prefabricated wall and the prefabricated wall of the present utility model, by setting the shear steel plate groove and the shear steel plate key in the middle area of the prefabricated wall and the prefabricated wall connection part, complete the transmission of the shear force of the connection part between the walls, and the force transmission path is clear.

3. The parts with high manufacturing precision of the utility model include prefabricated beams, prefabricated columns, prefabricated walls, beam-wall embedded parts, column-wall embedded parts, I-shaped column-wall connection keys, and groove-shaped beam-wall connection keys The production is completed in the factory. During the on-site assembly process, the learning cost of construction personnel can be saved and the construction progress can be accelerated.

4. The utility model adopts a large number of assembly operations, which is more in line with the energy saving and environmental protection requirements of green construction, reduces environmental pollution, and follows the principle of sustainable development.

Description of drawings

Figure 1 is a three-dimensional view of a column-wall embedded part.

Fig. 2 is a three-dimensional view of the longitudinal reinforcement sleeve.

Fig. 3 is a three-dimensional view of the transverse reinforcement sleeve.

Fig. 4 is a three-dimensional diagram of the reinforcement arrangement in the prefabricated lower concrete column.

Fig. 5 is a three-dimensional view of the binding and welding of the column-wall embedded parts and the steel bars in the lower concrete column.

Fig. 6 is a three-dimensional diagram of a prefabricated lower concrete column (abbreviated as a prefabricated upper column) with column-wall embedded parts.

Fig. 7 is a three-dimensional diagram of the reinforcement arrangement in the prefabricated upper concrete column.

Fig. 8 is a three-dimensional view of the binding and welding of the column-wall embedded parts and the steel bars in the upper concrete column.

Fig. 9 is a three-dimensional diagram of a prefabricated upper concrete column (abbreviated as a prefabricated upper column) with column-wall embedded parts.

Fig. 10 is a three-dimensional view of a beam-wall embedded part.

Fig. 11 is a three-dimensional view of the shear steel plate groove.

Figure 12 is a three-dimensional view of a shear steel plate bond.

Fig. 13 is a three-dimensional diagram of the arrangement of steel bars in the precast concrete bottom half-story/top half-story shear wall.

Fig. 14 is a three-dimensional view of binding and welding beam-wall embedded parts, column-wall embedded parts and shear steel plate grooves to steel bars in the shear wall.

Figure 15 shows the prefabricated bottom half-story/top half-story concrete shear wall (referred to as prefabricated bottom half-story wall/prefabricated top half-story wall) with beam-wall embedded parts, column-wall embedded parts and shear steel plate grooves Three-dimensional map.

Figure 16 is a three-dimensional diagram of the reinforcement arrangement in the prefabricated middle layer concrete shear wall.

Fig. 17 is a three-dimensional view after the beam-wall embedded parts, column-wall embedded parts and shear steel plate keys are bound and welded to the steel bars in the prefabricated middle layer concrete shear wall.

Figure 18 is a prefabricated intermediate layer concrete shear wall (referred to as a prefabricated intermediate wall) with beam-wall embedded parts, column-wall embedded parts and shear steel plate keys.

Fig. 19 is a three-dimensional diagram of the reinforcement arrangement in the prefabricated top floor concrete frame beam.

Fig. 20 is a three-dimensional view after binding and welding the beam-wall embedded parts and the shear steel plate key to the steel bars in the prefabricated top concrete frame beam.

Fig. 21 is a prefabricated top floor concrete frame beam (abbreviated as prefabricated top floor beam) with beam-wall embedded parts and shear steel plate key.

Figure 22 is a three-dimensional view of an I-shaped column-wall connection key.

Figure 23 is a three-dimensional view of a channel beam-wall connection key.

Fig. 24 is a three-dimensional diagram of a cast-in-place concrete foundation beam (abbreviated foundation beam) with beam-wall embedded parts.

Fig. 25 is a three-dimensional view of the hoisting process of prefabricated upper columns and foundation beams.

Figure 26 is a three-dimensional view of the hoisting of the prefabricated upper column and foundation beam.

Fig. 27 is a three-dimensional view of hoisting the prefabricated bottom half-story wall in Fig. 26 .

Fig. 28 is a three-dimensional view of Fig. 22 and Fig. 23 installed between the column-wall embedded part and the beam-wall embedded part.

Fig. 29 is a three-dimensional view of hoisting the prefabricated middle wall in Fig. 28 .

Fig. 30 is a three-dimensional view of Fig. 22 and Fig. 23 installed between beam-wall embedded parts.

Figure 31 is a three-dimensional view of the prefabricated upper column and the hoisting process of Figure 30.

Fig. 32 is a three-dimensional view of the prefabricated upper column and the completed hoisting of Fig. 30.

Fig. 33 is a three-dimensional view when the wall split-level frame-shear structure is assembled.

Fig. 34 is a three-dimensional view after grouting of the wall split-level frame-shear structure is completed.

In the figure, 1 ribbed steel plate I; 2 round hole I; 3 longitudinal reinforcement sleeve; 4 transverse reinforcement sleeve; Steel plate II; 9 square holes; 10 round holes II; 11 ribbed steel plate III; Stirrups of shear wall constrained edge members; 16 shear wall tension bars; 17 longitudinal stress bars of middle shear walls; 18 frame beam negative moment bars; 19 frame beam positive moment bars; 20 frame beam stirrups; 21 top frame beams Negative bending moment reinforcement; 22 Positive bending moment reinforcement of top frame beam; 23 Top frame beam stirrup; 24 Beam-column joint stirrup; 25 PVC pipe; 26 I-shaped column-wall connection key; ; 28 round hole III; 29 foundation top; 30 foundation top protruding from the reinforcement; 31 grouting material.

Detailed ways

As shown in Figures 1-33, the split-level connection structure of the assembled frame-shear structure wall of the utility model mainly includes: prefabricated lower column (Figure 6), prefabricated upper column (Figure 9), prefabricated bottom half/top half Storey walls (Fig. 15), prefabricated mid-story walls (Fig. 18), prefabricated top floor beams (Fig. 21) and foundation beams (Fig. 24) and I-shaped column-wall connection keys for the connection between the above components (Fig. 22) and Channel beam-wall connection key (Figure 23).

(1) As shown in Figure 1, the specific structure and manufacturing process of the column-wall embedded parts are as follows:

The column-wall embedded part (Fig. 1) is composed of ribbed steel plate I1 and round hole I2, one side of ribbed steel plate I1 is provided with ribs in parallel up and down, and the other side of ribbed steel plate I1 is provided with round hole I2;

The round hole I2 is drilled on one side, and its number and size are determined by the number of column stirrups 6 inserted into the hole;

The width of the ribbed steel plate I1 needs to be smaller than the width of the precast concrete column and precast concrete shear wall, and the smaller size is greater than or equal to the thickness of the protective layer required by the steel plate specified in the code, so as to meet the requirements of grouting and prevent corrosion of the connected steel plate;

Other geometric dimensions of the ribbed steel plate I1 are determined according to the calculation of the shear force transmitted between the prefabricated components it connects.

(2) As shown in Figure 2-9, the specific structure and manufacturing process of the prefabricated lower column and the prefabricated upper column are as follows:

As shown in Figure 2-6, the prefabricated lower column is composed of the lower column longitudinal stress reinforcement 5, column hoop 6, longitudinal reinforcement sleeve 3, transverse reinforcement sleeve 4 and ribbed steel plate I1 poured concrete, arranged in a square shape The four lower column longitudinal reinforcement bars 5 are connected by column stirrups 6 to form a frame structure, the bottom of each lower column longitudinal reinforcement bar 5 is fitted with a longitudinal reinforcement sleeve 3, and one side of the frame structure is provided with column-wall pre-embedded The upper part of the side is provided with a transverse reinforcement sleeve 4.

The manufacturing process of the prefabricated lower column is as follows: firstly, insert the lower end of the longitudinal reinforced steel bar 5 of the lower column into the longitudinal steel sleeve 3, and then bind the column stirrup 6 to complete the reinforcement arrangement in the prefabricated bottom half column.

A part should be reserved for the upper end of the longitudinally stressed reinforcing bar 5 of the lower column, and the length of the reserved part is half of the height of the longitudinal reinforcing bar sleeve 3 in the prefabricated upper column (Fig. 9).

During the binding process, the column stirrup 6 is connected to the column-wall embedded part (Figure 1), and the inner two-leg stirrup should protrude a part, and the length of the protruding part is the same as the column-wall embedded part ( Figure 1) The hole depth of the side wall circular hole I2 is the same. The column stirrup 6 at the upper end position should protrude a part outwards, and the length of the protruding part is slightly longer than the transverse reinforcement sleeve 4 .

Insert the column-wall embedded parts (Fig. 1) into the protruding part of the column stirrup 6 through the round hole I2, and the number of column-wall embedded parts (Fig. 1) depends on the prefabricated wall (Fig. The shear force that needs to be transmitted between the layer columns (Fig. 6) is calculated and determined, and is evenly distributed along the column height.

The reinforcement inside the column (Fig. 4) supports the formwork outside, and concrete is poured. The concrete should be poured in the formwork to the outer surface of the column-wall embedded part (Fig. 1). After the concrete is solidified, the formwork is removed, and the horizontal reinforcement sleeve 4 The column stirrup 6 protruding from the upper end position is inserted outside to complete the manufacture of the prefabricated bottom half-story column (Fig. 6).

As shown in Fig. 3, Fig. 7-9, the prefabricated upper column is composed of the longitudinal reinforced steel bar 7 of the upper column, the column hoop 6, the transverse steel sleeve 4 and the poured concrete of the ribbed steel plate Ⅰ1. The longitudinally stressed steel bars 7 of the upper columns are connected by the column stirrups 6 to form a frame structure, one side of the frame structure is provided with column-wall pre-embedded parts up and down, and the lower part of the side is provided with a transverse reinforcement sleeve 4 .

The structure and manufacturing process of the prefabricated upper column (Fig. 9) are the same as those of the prefabricated lower column (Fig. 6), the difference is that the reserved length of the upper end of the longitudinal stressed reinforcement bar 7 of the upper layer column is greater than the reserved length of the upper end of the longitudinal stressed reinforced bar 5 of the lower column, The length of the reserved part is the height of the prefabricated top floor beam. At the same time, the column stirrup 6 at the lower end protrudes a part outwards, and the length of the protruding part is slightly longer than the transverse reinforcement sleeve 4 .

(3) As shown in Figure 10, the specific structure and manufacturing process of the beam-wall embedded parts are as follows:

The beam-wall embedded part (Fig. 10) is composed of ribbed steel plate Ⅱ8, round hole Ⅰ2, square hole 9 and round hole Ⅱ10. One side of ribbed steel plate Ⅱ8 is provided with ribs in parallel up and down. Square hole 9, one end of the rib plate is provided with a semicircular round hole II10, and the other side of the ribbed steel plate II8 is provided with a round hole I2.

The same as the column-wall embedded part (Fig. 1), the round hole I2 on the beam-wall embedded part (Fig. 10) is drilled on one side, and its number and size are determined by the prefabricated bottom half inserted into the hole. Determination of the number of longitudinal stress bars 13 in the shear wall of the story/top half story;

The size of the square hole 9 is determined by the size of the channel beam-wall connection key 27, the purpose is to realize the connection between the ribbed steel plate II8 and the channel beam-wall connection key 27. In addition, the purpose of setting the round hole II10 is to allow the grouting material to flow to other positions through the round hole during grouting.

The width of the ribbed steel plate II8 needs to be smaller than the width of the precast concrete frame beam and precast concrete shear wall, and the smaller size is greater than or equal to the thickness of the protective layer required by the steel plate specified in the code, so as to meet the requirements of grouting and prevent corrosion of the connecting steel plate;

Other geometric dimensions of the ribbed steel plate II8 are determined according to the calculation of the bending moment transmitted between the connected prefabricated components.

(4) As shown in Figure 11-12, the specific structure and manufacturing process of the shear steel plate groove and the shear steel plate key are as follows:

The shear steel plate groove (Fig. 11) is composed of ribbed steel plate III11 and round hole I2, one side of ribbed steel plate III11 is provided with ribs in parallel up and down, and the other side of ribbed steel plate III11 is provided with round hole I2 on one side; the shear steel plate The key (Fig. 12) is made up of ribbed steel plate IV12 and round hole I2, one side of ribbed steel plate IV12 is longitudinally provided with rib plate, and the other side of ribbed steel plate IV12 is provided with round hole I2.

Same as the column-wall embedded parts (Fig. 1) and beam-wall embedded parts (Fig. 10), the round hole I2 on the shear steel plate groove (Fig. 11) and the shear steel plate key (Fig. 12) adopts single-sided drilling The mode of the hole, its number and size are determined by the root number of the longitudinal distribution rib 14 of the shear wall inserted in the hole;

The width of the inner wall of the shear steel plate groove (Fig. 11) should be the same as the width of the outer wall of the steel plate of the shear steel plate key (Fig. 12), and the depth of the inner wall of the groove should be the same as the height of the outer wall of the steel plate, so that the two can clamp each other when they are in contact;

The width of ribbed steel plate Ⅲ11 and ribbed steel plate Ⅳ12 needs to be smaller than the width of precast concrete frame beam and precast concrete shear wall, and the small size is greater than or equal to the thickness of the protective layer required by the steel plate specified in the code to meet the requirements of grouting and prevent connection steel plate corrosion requirements;

Other geometric dimensions of ribbed steel plate III11 and ribbed steel plate IV12 are determined according to the shear force transmitted between the connected prefabricated components.

(5) As shown in Figure 13-18, the specific structure and manufacturing process of the prefabricated bottom half/top half wall and prefabricated middle wall are as follows:

As shown in Figure 13, the steel bars in the prefabricated bottom half-story/top half-story walls include the longitudinal stress bars 13 of the prefabricated bottom half/top half-story shear walls, the transverse distribution bars 14 of the shear walls, and the constrained edge members of the shear walls Stirrup bars 15 and shear wall tension bars 16, two rows of parallel and opposite prefabricated bottom half-story/top half-story shear wall longitudinal tendons 13 and two parallel and opposite rows of shear wall transverse distribution bars 14 form a frame structure, located in Between the prefabricated bottom half-story/top half-story shear wall longitudinal tendons 13 at the ends of the shear wall transverse distribution ribs 14 are connected by the shear wall constraint edge member stirrups 15, and the opposite prefabricated bottom half-story/top half-story The longitudinal stress bars 13 of the layer shear walls are connected by the shear wall tension bars 16 . The two sides of the frame structure are respectively equipped with column-wall embedded parts, the top of the frame structure is equipped with ribbed steel plate Ⅱ8 and ribbed steel plate Ⅲ11, and the two ribbed steel plates Ⅱ8 are symmetrically arranged on both sides of the ribbed steel plate Ⅲ11; the bottom of the frame structure The ribbed steel plate II8 and the ribbed steel plate III11 are arranged, and the two ribbed steel plates II8 are arranged symmetrically on both sides of the ribbed steel plate III11.

The production process is as follows: firstly bind the longitudinal stress bars 13 of the prefabricated bottom half/top half storey shear walls and the stirrups 15 of the constrained edge members of the shear wall to form the reinforcing bars of the constrained edge members; then bind the longitudinal distribution bars 13 of the remaining shear walls and shear wall transversely distributed reinforcement 14; finally bind the shear wall tension reinforcement 16 to form the reinforcement in the prefabricated wall.

During the binding process, the longitudinal distribution rib 13 of the shear wall should protrude a part in the direction of connecting with the beam-wall embedded part (Fig. 10) and the shear steel plate groove (Fig. 11). The length of the protruding part is the same as The hole depth of the side wall round hole I2 of the beam-wall embedded part (Fig. 10) and the shear steel plate groove (Fig. 11) is the same.

Insert the beam-wall embedded part (Fig. 10) and the shear steel plate groove (Fig. 11) into the protruding part of the transverse distribution rib 14 of the shear wall through the round hole I2, and the individual beam-wall embedded part (Fig. 10) The number is determined according to the calculation of the bending moment that needs to be transmitted between the prefabricated wall (Fig. 15) and the prefabricated middle beam (Fig. 21), and it is evenly distributed on both sides along the wall laterally. The number of shear steel plate slots (Fig. 14) is determined according to the The shear force that needs to be transmitted between the bottom half/top half-story wall (Fig. 15) and the prefabricated middle-story wall (Fig. 18) is calculated and determined, and is evenly distributed in the middle area along the lateral direction of the wall.

During the binding process of shear wall transverse distribution tendons 14, a part should protrude outward in the direction of connecting with the column-wall embedded parts (Fig. ) The hole depth of the round hole I2 on the side wall is the same.

Insert the column-wall embedded parts (Fig. 1) into the protruding part of the transverse distribution rib 14 of the shear wall through the round hole I2. The number and distribution of the column-wall embedded parts (Fig. 1) are in the same area as the wall height The prefabricated upper column and the prefabricated lower column have the same number of column-wall embedded parts (Fig. 1) within the range.

The formwork is supported outside the reinforced skeleton, and concrete is poured in the formwork to the outer surface of the column-wall embedded parts (Fig. 1), beam-wall embedded parts (Fig. 10) and shear steel plate grooves (Fig. 11) . After the concrete is solidified, the formwork is removed to complete the fabrication of the prefabricated wall (Fig. 15).

As shown in Figure 16-Figure 18, the steel bars in the prefabricated middle wall include shear wall transverse distribution bars 14, shear wall restraint edge member stirrups 15, shear wall tension bars 16, and middle layer shear wall longitudinal reinforcement bars 17 , frame beam negative moment bars 18, frame beam positive moment bars 19 and frame beam stirrups 20, two rows of parallel and opposite shear wall transverse distribution bars 14 and two parallel rows of parallel and opposite mid-level shear wall longitudinal stress bars 17 respectively The upper and lower two-story frame structure is located between the longitudinally stressed steel bars 17 of the middle layer shear wall at the ends of the transverse distribution bars 14 of the shear wall, and is connected by the stirrups 15 of the edge members constrained by the shear wall, and the opposite middle layer shear wall is longitudinally stressed The steel bars 17 are connected by shear wall tension bars 16 . The frame beam negative moment bars 18 and frame beam positive moment bars 19 arranged in parallel up and down are connected by frame beam stirrups 20 to form a middle frame structure. The upper and lower frame structures are connected to the middle frame structure at the top and bottom of the middle frame structure respectively. The two sides of the upper and lower frame structures are respectively equipped with column-wall embedded parts, and the top of the upper frame structure is equipped with ribbed steel plate Ⅱ8 and ribbed steel plate Ⅳ12, and the two ribbed steel plates Ⅱ8 are symmetrically arranged on both sides of the ribbed steel plate Ⅳ12; The bottom of the lower frame structure is provided with ribbed steel plate II8 and ribbed steel plate IV12, and two ribbed steel plates II8 are symmetrically arranged on both sides of ribbed steel plate IV12.

The manufacturing process is the same as that of the prefabricated bottom half/top half wall (Figure 15), but the height of the prefabricated middle wall (Figure 18) is twice the height of the prefabricated bottom half/top half wall (Figure 15) , frame beams are set in the middle area of the wall, and after the concrete pouring is completed, the frame beam negative moment bars 18 and frame beam positive moment bars 19 in the frame beam protrude a part to both sides respectively, and the lengths of the protruding parts are respectively the same as those of the prefabricated lower floor The length of the stirrups 6 protruding from the upper end of the column (Fig. 6) and the lower end of the prefabricated upper column (Fig. 9) is the same, slightly shorter than the length of the transverse reinforcement sleeve 4.

(6) As shown in Figures 19-21, the specific structure and manufacturing process of the prefabricated roof beams are as follows:

As shown in Figure 19, the steel bars in the prefabricated top floor beam (Figure 21) include top frame beam negative moment bars 21, top frame beam positive moment bars 22, top frame beam stirrups 23, beam-column node stirrups 24 and polyvinyl chloride Pipe 25, two rows of parallel and opposite negative moment tendons 21 of the top frame beam and two rows of parallel and opposite positive moment tendons 22 of the top frame beam form a frame structure, between the negative moment tendons 21 of the top frame beam and the positive moment tendons 22 of the top frame beam, The top-floor frame beam stirrups 23 are connected, and the two sides of the top-floor frame beam positive moment tendons 22 are respectively provided with polyvinyl chloride pipes 25 longitudinally provided through the beam-column node stirrups 24 . The bottom of the frame structure is provided with a ribbed steel plate Ⅱ8 and a ribbed steel plate Ⅳ12, and two ribbed steel plates Ⅱ8 are symmetrically arranged on both sides of the ribbed steel plate Ⅳ12.

The production process is as follows: first, the negative moment reinforcement 21 of the top frame beam and the positive moment reinforcement 22 of the top frame beam are bound to the stirrup 23 of the top frame beam; The center of 25 is the same as the central position of the upper column longitudinal stress reinforcement 7, and the diameter of the polyvinyl chloride pipe 25 is 1-2cm greater than the diameter of the column longitudinal stress reinforcement 7; finally the beam-column joint stirrup 24 is bound with the polyvinyl chloride pipe 25 The negative moment reinforcement 21 of the frame beam on the top floor and the positive moment reinforcement 22 of the frame beam on the top floor.

During the binding process of the beam stirrup 23 of the top floor frame, a part should protrude outward in the lower direction, and the length of the protruding part is the same as that of the beam-wall embedded part (Fig. 10) and the side wall circle of the shear steel plate key (Fig. 12). Holes I and 2 have the same depth.

Insert the beam-wall embedded part (Fig. 10) and the shear steel plate key (Fig. 12) into the lower protruding part of the top frame beam stirrup 23 respectively through the round hole I2, and the beam-wall embedded part (Fig. 10) and The number of shear steel plate keys (Fig. 12) is the same as that of the end face of the prefabricated top half-story wall.

The formwork is supported outside the reinforced skeleton, and concrete is poured, and the concrete should be poured in the formwork to the outer surface of the beam-wall embedded part (Fig. 10) and the shear steel plate key (Fig. 12). After the concrete is solidified, the formwork is removed to complete the fabrication of the prefabricated top floor beam (Fig. 21).

(7) As shown in Figure 22-Figure 23, the specific structure and manufacturing process of the I-shaped column-wall connection key and the channel beam-wall connection key are as follows:

The size of the I-shaped column-wall connection key 26 is determined by the size of the column-wall embedded part (Fig. 1);

The bottom of the grooved beam-wall connecting key 27 is provided with a round hole III 28, and the two sides of the grooved beam-wall connecting key 27 are relatively slotted, and the size of the key foot is the same as that of the hole 9 above the beam-wall embedded part (Fig. 10). The same size, the purpose of setting the hole III 28 is to grout, the grout can flow to other positions through the hole.

The above prefabricated components are prefabricated in the factory and then transported to the construction site for assembly. The specific hoisting process is as follows:

(1) The assembly process of the prefabricated lower column (Fig. 6) and the cast-in-place concrete foundation beam (Fig. 24) with beam-wall embedded parts (Fig. 10) and shear steel plate key (Fig. 12), see Fig. 24-Fig. 26.

Figure 24 shows the cast-in-place concrete foundation beam with beam-wall embedded parts (Figure 10) and shear steel plate key (Figure 12). The top of the cast-in-place concrete foundation beam is provided with ribbed steel plate II8 and ribbed steel plate IV12, two The ribbed steel plate II8 is symmetrically arranged on both sides of the ribbed steel plate IV12. The two ends of the cast-in-place concrete foundation beam are provided with a foundation top 29, and a reinforcement bar 30 protruding from the foundation top is provided on the foundation top 29.

Its manufacturing method is the same as that of ordinary cast-in-place foundation beams. Only beam-wall embedded parts (Fig. 10) and shear steel plate keys (Fig. 12) are arranged on the upper side. The beam end is the top 29 of the foundation, and the foundation The top stretches out reinforcing bar 30.

As shown in Figure 25, during hoisting, the prefabricated lower column (Figure 6) is hoisted on the top of the foundation 29, and the reinforcing bars 30 protruding from the top of the foundation are inserted into the longitudinal reinforcement sleeve 3 at the bottom of the prefabricated lower column (Figure 6), Then grout in the sleeve to complete the assembly of the prefabricated lower column (Fig. 6) and the cast-in-place concrete foundation beam (Fig. 24) with beam-wall embedded parts (Fig. 10) and shear steel plate key (Fig. 12), see Figure 26.

(2) The hoisting of the prefabricated bottom half-story wall (Fig. 15), see Fig. 27-28.

As shown in Figure 27, hoist the prefabricated bottom half-story wall (Figure 15) above the foundation beam (Figure 24), and ensure that the beam-wall embedded parts (Figure 10) and shear steel plate slots (Figure 11) on the lower side are ), the column-wall embedded parts (Fig. 1) on the left and right sides are respectively connected with the beam-wall embedded parts (Fig. 10) and the shear steel plate key (Fig. 12) on the upper side of the foundation beam (Fig. 24), and the prefabricated lower layer The column-wall embedded parts (Figure 1) in the connection direction of the column (Figure 6) are in close contact. Then the grooved beam-wall connection key 27 is inserted along the square hole 9 on the beam-wall embedded part (Fig. 10), and then the I-shaped column-wall connection key 26 is fixed on the column-wall embedded part (Fig. 1) in the space between, finish the assembly of prefabricated bottom half layer wall (Fig. 15), see Fig. 28.

(3) The hoisting of the prefabricated middle wall (Fig. 18), see Fig. 29-Fig. 30.

Hoist the prefabricated middle wall (Figure 18) on the top of the prefabricated bottom half wall (Figure 15), see Figure 29; and ensure that the beam-wall embedded parts (Figure 10) and shear steel plate keys (Figure 12) on the lower side are ), the column-wall embedded parts on the left and right sides (Fig. 1) are respectively connected with the beam-wall embedded parts (Fig. 10) and shear steel plate grooves (Fig. 11) on the prefabricated bottom half-story wall, and the prefabricated lower column (Fig. Figure 6) The column-wall embedded parts (Figure 1) of the upper part are in close contact; then the beam-wall embedded parts (Figure 10) of the prefabricated middle wall (Figure 18) and the prefabricated bottom half wall (Figure 15) Install the channel beam-wall connection key 27 between them, and install the I-shaped column-wall connection key between the prefabricated middle wall (Fig. 18) and the column-wall embedded parts (Fig. 1) of the prefabricated lower column (Fig. 6) 26. The column stirrups 6 protruding from the upper end of the prefabricated lower column (Fig. 6) are kept in parallel and in close contact with the frame beam positive moment tendons 19 protruding from the inner frame beam of the prefabricated middle wall (Fig. 18), and finally the column stirrups 6 are The horizontal reinforcement sleeve 4 slides to the middle area of the reinforcement contact side, and grouts in the sleeve to complete the hoisting of the prefabricated middle wall (Fig. 18), see Fig. 30.

(4) Hoisting of the prefabricated upper column (Fig. 9), see Fig. 31-Fig. 32.

As shown in Figure 31, during hoisting, the prefabricated upper column (Figure 9) is hoisted above the prefabricated lower column (Figure 6), and the longitudinal stressed steel bar 5 of the lower column protruding from the prefabricated lower column (Figure 6) is inserted into the prefabricated lower column (Figure 6). The longitudinal reinforcement sleeve 3 at the bottom of the upper column (Figure 19), and then grout in the sleeve; ensure that the column-wall embedded parts (Figure 1) of the lower part of the prefabricated upper column (Figure 9) and the prefabricated middle wall (Figure 18) The column-wall embedded parts (Fig. 1) on the left and right sides of the upper part are in close contact; The I-shaped column-wall connection key 26 is installed between them; the column hoops 6 protruding from the lower end of the prefabricated upper column (Fig. 9) and the frame beam negative moment reinforcement 18 protruding from the inner frame beam of the prefabricated middle wall (Fig. Keep parallel and close contact, and finally slide the horizontal reinforcement sleeve 4 on the column stirrup 6 to the middle area of the reinforcement contact side, and grout in the sleeve to complete the hoisting of the prefabricated upper column (Figure 9), see Figure 32.

(4) The hoisting of the remaining prefabricated walls and prefabricated roof beams (Fig. 21) is the same as the above process, see Fig. 33.

(5) Support at the joints of column-wall embedded parts (Fig. 1), beam-wall embedded parts (Fig. 10), shear steel plate grooves (Fig. 11) and shear steel plate keys (Fig. 12) on each floor Strip formwork, and through glass glue or other materials, ensure that the strip formwork is closely connected with prefabricated concrete beams, columns, and shear walls. Then pour the grouting material 31 in the strip formwork until the grouting material is full of column-wall embedded parts (Fig. 1), beam-wall embedded parts (Fig. 10), shear steel plate grooves (Fig. 11) and The space of the I-shaped column-wall connection key 26, the channel beam-wall connection key 27 and the shear steel plate key (Fig. 12) fixedly connected therewith. After the grouting material is solidified, remove the strip formwork and complete the connection of prefabricated beams, columns and shear walls, see Figure 34.

The results of the examples show that the utility model proposes an assembled frame-shear structural wall split-level connection structure and an assembly method. The frame column is disconnected at the floor, and the shear wall is disconnected between the two floors; at the same time, the components The assembly between the buildings is connected by steel plates. This connection structure and assembly method has the advantages of strong integrity and high ductility, and the integrity and earthquake resistance of the structure have been improved.

Claims (8)

1. A prefabricated frame-shear structure wall split-level connection structure, characterized in that the structure comprises: prefabricated lower column, prefabricated upper column, prefabricated bottom half/top half wall, prefabricated middle wall, prefabricated top beam and The foundation beam and the I-shaped column-wall connection key and channel beam-wall connection key used for the connection between the above components are composed of poured concrete. The specific structure is as follows: The two ends of the foundation beam are provided with prefabricated lower-story columns, and the top of the foundation beam is provided with prefabricated bottom half-story walls through beam-wall embedded parts, shear steel plate keys and channel beam-wall connection keys, and the two sides of the prefabricated bottom half-story walls are respectively The prefabricated lower layer columns are connected by column-wall embedded parts and I-shaped column-wall connection keys, and the top of the prefabricated bottom half-story wall is respectively connected by beam-wall embedded parts, shear steel plate grooves and channel beam-wall connection keys Set the prefabricated middle wall, and set the prefabricated upper column on the top of the prefabricated lower column; the two ends of the lower layer of the prefabricated middle wall and the prefabricated lower column are connected by column-wall embedded parts, I-shaped column-wall connection keys, and the prefabricated middle wall The two ends of the upper layer and the prefabricated upper layer columns are connected by column-wall embedded parts and I-shaped column-wall connection keys, and the two ends of the middle layer of the prefabricated middle wall and the prefabricated lower layer columns are connected by frame beam positive moment bars and transverse reinforcement sleeves Connection, the two ends of the middle layer of the prefabricated middle wall and the prefabricated upper column are connected by frame beam negative moment reinforcement and transverse steel sleeve; the top of the prefabricated middle wall is connected by beam-wall embedded parts, shear steel plate key and channel beam -The wall connection key sets the prefabricated top half-story wall, and the two sides of the prefabricated top half-story wall are respectively connected to the prefabricated upper-story columns through column-wall embedded parts, I-shaped column-wall connection keys, and the top of the prefabricated top half-story wall respectively The prefabricated top floor beams are set through the beam-wall embedded parts, the shear steel plate grooves and the channel beam-wall connection keys, and the two ends of the prefabricated top floor beams are respectively arranged on the top of the prefabricated upper column. 2. The prefabricated frame-shear structure wall split-level connection structure according to claim 1, characterized in that the column-wall embedded part is composed of ribbed steel plate I and round hole I, and one side of ribbed steel plate I is up and down. Ribs are arranged in parallel, and round holes I are arranged on the other side of the ribbed steel plate I; The beam-wall embedded part is composed of ribbed steel plate II, round hole I, square hole and round hole II. Ribs are arranged on one side of the ribbed steel plate II in parallel up and down. One end of the rib plate is provided with semicircular round hole II, and the other side of the ribbed steel plate II is provided with round hole I. 3. According to the split-level connection structure of assembled frame-shear structure wall according to claim 1, it is characterized in that the prefabricated lower column is composed of lower column longitudinal stress reinforcement, column stirrup, longitudinal reinforcement sleeve, transverse reinforcement sleeve and Ribbed steel plate I is composed of poured concrete. Four lower column longitudinal reinforcements arranged in a square shape are connected by column stirrups to form a frame structure. The bottom of each lower column longitudinal reinforcement is fitted with a longitudinal reinforcement sleeve. Column-wall pre-embedded parts are arranged up and down on the sides, and transverse reinforcement sleeves are arranged on the upper part of the sides; The prefabricated upper column is composed of the longitudinal reinforcement of the upper column, the column stirrup, the transverse reinforcement sleeve and the ribbed steel plate I poured concrete, and the four longitudinal reinforcement of the upper column arranged in a square are connected by the column stirrup to form a frame structure. One side of the frame structure is provided with column-wall embedded parts up and down, and the lower part of the side is provided with a transverse reinforcement sleeve. 4. The prefabricated frame-shear structure wall split-level connection structure according to claim 1, characterized in that the shear steel plate groove is composed of a ribbed steel plate III and a round hole I, and one side of the ribbed steel plate III is arranged in parallel up and down Ribbed plate, the other side of ribbed steel plate III is provided with round hole I; the key of shear steel plate is composed of ribbed steel plate IV and round hole I, one side of ribbed steel plate IV is longitudinally set with ribbed plate, and the ribbed plate IV is The other side is provided with round hole I on one side. 5. According to the split-level connection structure of prefabricated frame-shear structure walls according to claim 1, it is characterized in that the steel bars in the prefabricated bottom half-story/top half-story walls include the prefabricated bottom half-story/top half-story shear walls longitudinally Stress bars, shear wall transverse distribution bars, shear wall restraint edge member stirrups and shear wall tension bars, two parallel rows of prefabricated bottom half/top half storey shear wall longitudinal bars and two parallel rows The opposite shear wall transverse distribution tendons form a frame structure, which is located between the prefabricated bottom half story/top half story shear wall longitudinal tendons at the end of the shear wall transverse distribution tendons, and is connected by the shear wall restraint edge member stirrups , the relative prefabricated bottom half-story/top half-story shear wall longitudinal reinforcements are connected by shear wall tension bars; column-wall embedded parts are set on both sides of the frame structure, and ribbed steel plates are set on the top of the frame structure II and ribbed steel plate III, two ribbed steel plates II are symmetrically arranged on both sides of ribbed steel plate III; ribbed steel plate II and ribbed steel plate III are arranged at the bottom of the frame structure, and two ribbed steel plates II are symmetrically arranged Both sides of steel plate III. 6. According to the split-level connection structure of prefabricated frame-shear structure wall according to claim 1, it is characterized in that the reinforcement in the prefabricated middle wall comprises shear wall transversely distributed tendons, shear wall constraining edge member stirrups, shear force Wall tie bars, mid-story shear wall longitudinal reinforcement, frame beam negative moment bars, frame beam positive moment bars, and frame beam stirrups, two parallel rows of shear wall transversely distributed bars and two parallel rows of mid-story shear bars The longitudinally stressed steel bars of the wall form the upper and lower two-story frame structures respectively, which are located between the longitudinally stressed steel bars of the middle layer shear wall at the ends of the transverse distribution bars of the shear wall, and are connected by the stirrups of the edge members constrained by the shear wall, and the relative shear force of the middle layer The longitudinal reinforcement of the wall is connected by shear wall tension bars; the frame beam negative moment bars and frame beam positive moment bars arranged parallel to each other are connected by frame beam stirrups to form a middle frame structure; the upper and lower frame structures are separated from the middle layer The top and bottom of the frame structure are connected with the middle frame structure; column-wall embedded parts are set on both sides of the upper and lower frame structures, and ribbed steel plates II and ribbed steel plates IV are set on the top of the upper frame structure. The steel plate II is symmetrically arranged on both sides of the ribbed steel plate IV; the ribbed steel plate II and the ribbed steel plate IV are arranged at the bottom of the lower frame structure, and the two ribbed steel plates II are symmetrically arranged on both sides of the ribbed steel plate IV. 7. According to the split-level connection structure of prefabricated frame-shear structure walls according to claim 1, it is characterized in that the steel bars in the prefabricated top-floor beams include top-floor frame beam negative moment tendons, top-floor frame beam positive moment tendons, and top-floor frame beam hoops Ribs, beam-column joint stirrups and PVC pipes, two parallel and opposite rows of negative moment tendons on the top frame beam and two parallel rows of positive moment tendons on the top frame beam form a frame structure, and the top frame beam negative moment tendons, top frame The positive moment bars of the beams are connected by the stirrups of the frame beams on the top floor, and the two sides of the positive moment bars of the frame beams on the top floor are respectively provided with PVC pipes longitudinally provided through the stirrups of the beam-column joints; the ribbed steel plate II and the ribbed steel plate IV, two ribbed steel plates II are symmetrically arranged on both sides of the ribbed steel plate IV. 8. According to the assembled frame-shear structure wall split-level connection structure according to claim 1, it is characterized in that the bottom of the channel beam-wall connection key is provided with a round hole III, and the two sides of the channel beam-wall connection key relatively slotted.