CN207525938U - A kind of assembled frame-shear structure column splitlevel connection structure - Google Patents

Abstract

The utility model is related to assembly concrete building field, specially a kind of assembly concrete frame-shear-wall structure (abbreviation frame-shear structure) center trestle uses the structure of splitlevel connection.The structure includes：Prefabricated bottom half storey column, prefabricated middle level column, prefabricated top half storey column, dry wall, prefabricated middle level beam, prefabricated top layer beam and foundation beam and I-shaped column wall connecting key and trough girder wall connecting key for being connected between above-mentioned component, by pour into a mould coagulation local soil type into.The utility model disconnects shear wall at floor, and frame column disconnects among two layers of floor；Meanwhile the assembling between component, it is connected using steel plate, this connection structure and assembling method, there is the advantages that globality is strong, the advantages of ductility is big, the globality and anti-seismic performance of structure are good.

Description

An assembled frame-shear structure column split-level connection structure

technical field

The utility model relates to the field of prefabricated concrete buildings, in particular to a structure in which frame columns 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 fast construction speed, energy saving and environmental protection, and small amount of wet work on site. It has developed rapidly in China in recent years. Concrete frame-shear structure is a new force-bearing form composed of two different lateral force-resisting structures, frame and 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, how to disassemble the frame-shear structure and form an assembled system has become an important issue for civil engineers.

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. In the prior art, the connection between concrete members is generally connected by steel bars, and then the method of pouring concrete at the connection is difficult to guarantee the quality of the connection.

Utility model content

The purpose of this utility model is to provide a structure in which the frame columns of the assembled concrete frame-shear structure are connected in a split-level manner, which can greatly increase the integrity of the structure on the premise of ensuring the connection between various prefabricated concrete components.

Technical scheme of the utility model:

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

Prefabricated bottom half-story columns are set at both ends of the foundation beam, and the lower precast wall is set on the top of the foundation beam through beam-wall embedded parts, shear steel plate keys and channel beam-wall connection keys, and the two sides of the lower prefabricated wall are respectively passed through columns -Wall embedded parts, I-shaped column-wall connection keys are connected with the prefabricated bottom half-story columns, and the top of the lower prefabricated wall is prefabricated through beam-wall embedded parts, shear steel plate grooves and channel beam-wall connection keys respectively The middle beam, the prefabricated middle column is set on the top of the prefabricated bottom half column, and the two ends of the prefabricated middle beam are connected with the prefabricated middle column through the column-to-beam connection reinforcement, the transverse steel sleeve, the negative moment reinforcement of the middle frame beam, and the prefabricated middle column. The prefabricated top half-story columns are set on the top, and the upper prefabricated walls are set on the top of the prefabricated middle beams through beam-wall embedded parts, shear steel plate keys and channel beam-wall connection keys. Embedded parts, I-shaped column-wall connection keys are connected to the prefabricated top half-story columns, and the top of the upper prefabricated wall is respectively provided with prefabricated top floor beams through beam-wall embedded parts, shear steel plate grooves and channel beam-wall connection keys. The two ends of the prefabricated top floor beams are respectively arranged on the tops of the prefabricated top half floor columns.

In the prefabricated frame-shear structure column 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 ribbed steel plate I 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 column split-level connection structure, the prefabricated bottom half-story column is composed of the bottom half-story column longitudinal reinforced steel bars, column stirrups, longitudinal steel bar sleeves and ribbed steel plate I poured concrete, in a square row The longitudinal reinforcement of the four bottom half-story columns is connected by column stirrups to form a frame structure. The bottom of each bottom half-story column longitudinal reinforcement is fitted with a longitudinal reinforcement sleeve, and one side of the frame structure is pre-embedded with a column-wall pieces;

The prefabricated middle column is composed of longitudinal steel bars for middle columns, column stirrups, transverse steel sleeves, longitudinal steel sleeves, steel bars connecting columns and beams, and ribbed steel plate I poured concrete. Four middle columns arranged in a square shape are longitudinally loaded The reinforced steel bars are connected by column stirrups to form a frame structure. The bottom of each middle column’s longitudinal stressed steel bar is fitted with a longitudinal steel bar sleeve. One side of the frame structure is provided with column-wall embedded parts up and down; one side of the frame structure is horizontally pierced in the middle Two pairs of upper and lower parallel columns and beams connecting reinforcements, and each column and beams connecting reinforcements are equipped with horizontal reinforcement sleeves;

The prefabricated top half-story column is composed of the longitudinal stress reinforcement of the top half-story column, the column stirrup, the longitudinal reinforcement sleeve and the ribbed steel plate I pouring concrete, and the four top half-story column longitudinal reinforcement bars arranged in a square pass through the column hoop The ribs are connected to form a frame structure, and the bottom of each top half column longitudinal force reinforcement 9 is fitted with a longitudinal reinforcement sleeve, and one side of the frame structure is provided with a column-wall embedded part.

In the prefabricated frame-shear structure column 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 column split-level connection structure, the steel bars in the prefabricated walls include shear wall longitudinal stress bars, shear wall transverse distribution bars, shear wall constraint edge member stirrups, and shear wall tension bars , two rows of parallel and opposite longitudinal tendons of the shear wall and two rows of parallel and opposite rows of transverse distribution tendons of the shear wall form a frame structure, which is located between the longitudinal tendons of the shear wall at the ends of the transverse distribution tendons of the shear wall, through The shear wall constrains the edge members to be connected by stirrups, and the opposite shear wall longitudinal tendons are connected by shear wall tension bars; the two sides of the frame structure are respectively equipped with column-wall embedded parts, and the top of the frame structure is equipped with ribs Steel plate 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, two ribbed steel plates II are symmetrically arranged on the Both sides of rib plate III.

In the prefabricated frame-shear structure column split-level connection structure, the steel bars in the prefabricated middle frame beam include negative moment bars of the middle frame beam, positive moment bars of the middle frame beam and stirrups of the frame beam, and two rows of parallel and opposite middle frame beam negative The frame structure is composed of moment bars and two parallel rows of positive moment bars of the middle frame beam facing each other. The negative moment bars of the middle frame beam and the positive moment bars of the middle frame beam are connected by frame beam stirrups; the top of the frame structure is provided with ribbed steel plates II and ribbed steel plate IV, two ribbed steel plates II are symmetrically arranged on both sides of ribbed steel plate IV; ribbed steel plate II and ribbed steel plate IV are arranged at the bottom of the frame structure, and two ribbed steel plates II are symmetrically arranged on the ribbed steel plate Both sides of IV.

In the prefabricated frame-shear structure-column split-level connection structure, the steel bars in the prefabricated top-floor beams include top-floor frame beam negative moment tendons, top-floor frame beam positive moment tendons, frame beam stirrups, beam-column node stirrups and polyvinyl chloride The frame structure is composed of two parallel rows of negative moment bars of the top frame beam and two parallel rows of positive moment bars of the top frame beam. Between the negative moment bars of the top frame beam and the positive moment bars of the top frame beam, there connection, the two sides of the positive moment reinforcement of the frame beam on the top floor are respectively provided with polyvinyl chloride pipes longitudinally provided through the stirrups of the beam-column joints; Both sides of rib plate IV.

In the prefabricated frame-shear structure-column 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 frame columns of the 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, enhances the integrity of the structure, and improves the ductility and seismic performance of the structure. it is good.

2. The prefabricated wall and the prefabricated beam 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 beam connection part, complete the transmission of the shear force of the connection part between the walls, and further enhance the overall structure Sex, better seismic performance.

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. The difficulty of on-site assembly is not high, which can save the learning cost of construction personnel and greatly improve construction efficiency.

4. The utility model adopts a large number of assembly operations, which is greatly reduced compared with the original cast-in-place operation, and meets the advantages of the prefabricated concrete structure such as energy-saving, environmental protection, economical and safe green building development requirements.

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 bottom half-story 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 bottom half-story concrete column.

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

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

Fig. 9 is a three-dimensional diagram of a prefabricated intermediate layer concrete column (referred to as a prefabricated intermediate layer column) with column-wall embedded parts.

Fig. 10 is a three-dimensional diagram of the reinforcement arrangement in the prefabricated top half-story concrete column.

Figure 11 is a three-dimensional view of the binding and welding of the column-wall embedded parts and the steel bars in the top half-story concrete column.

Fig. 12 is a three-dimensional diagram of a prefabricated top half-story concrete column (abbreviated as a prefabricated top half-story column) with column-wall embedded parts.

Fig. 13 is a three-dimensional view of a beam-wall embedded part.

Fig. 14 is a three-dimensional view of the shear steel plate groove.

Figure 15 is a three-dimensional view of a shear steel plate bond.

Fig. 16 is a three-dimensional diagram of the reinforcement arrangement in the precast concrete shear wall.

Fig. 17 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.

Fig. 18 is a three-dimensional diagram of a prefabricated concrete shear wall (referred to as a prefabricated wall) with beam-wall embedded parts, column-wall embedded parts and shear steel plate slots.

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

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

Fig. 22 is a three-dimensional diagram of the reinforcement arrangement in the prefabricated top floor concrete frame beam.

Fig. 23 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. 24 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 25 is a three-dimensional view of an I-shaped column-wall connection key.

Figure 26 is a three-dimensional view of a channel beam-wall connection key.

Fig. 27 is a three-dimensional diagram of a cast-in-place concrete foundation beam (abbreviated foundation beam) with beam-wall embedded parts.

Fig. 28 is a three-dimensional view of the hoisting process of prefabricated bottom half-story columns and foundation beams.

Fig. 29 is a three-dimensional view of the hoisting of prefabricated bottom half-story columns and foundation beams.

Fig. 30 is a three-dimensional view of the prefabricated wall installed in Fig. 26 .

Fig. 31 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. 32 is a three-dimensional view of hoisting the prefabricated middle beam in Fig. 28 .

Fig. 33 is a three-dimensional view of installing Fig. 23 between beam-wall embedded parts.

Fig. 34 is a three-dimensional view of the prefabricated middle column and the hoisting process of Fig. 30.

Figure 35 is a three-dimensional view of the prefabricated middle column and the hoisting of Figure 30.

Fig. 36 is a three-dimensional view when the column split-level frame-shear structure is assembled.

Fig. 37 is a three-dimensional view after the grouting of the column 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; Reinforcement bars connecting columns and beams; 9 vertical reinforcement bars for half-story columns; 10 ribbed steel plates II; 11 square holes; 12 round holes II; 13 ribbed steel plates III; 14 ribbed steel plates IV; 15 longitudinal stress of shear walls Reinforcement; 16 Shear wall transverse distribution reinforcement; 17 Shear wall constrained edge member stirrup; 18 Shear wall tie; 19 Middle layer frame beam negative moment reinforcement; 20 Middle layer frame beam positive bending moment reinforcement; 21 Frame beam stirrup; 22 Negative bending moment reinforcement of top frame beam; 23 positive bending moment reinforcement of top frame beam; 24 beam-column joint stirrup; 25 polyvinyl chloride pipe; 26 I-shaped column-wall connection key; 27 channel beam-wall connection key; Ⅲ; 29 top of the foundation; 30 protruding steel bars from the top of the foundation; 31 grouting material.

Detailed ways

As shown in Fig. 1-Fig. 37, the staggered connection structure of the prefabricated frame-shear structure column of the utility model mainly includes: prefabricated bottom half-story column (Fig. 6), prefabricated middle-story column (Fig. 9), prefabricated top half-story column (Fig. 12), precast walls (Fig. 18), precast middle beams (Fig. 21), precast roof beams (Fig. 24) and foundation beams (Fig. 27), and I-shaped column-wall connections for the connections between the above elements key (Figure 25) and channel beam-wall connection key (Figure 26).

(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 2-12, the specific structure and manufacturing process of prefabricated bottom half-story columns, prefabricated middle-story columns and prefabricated top half-story columns are as follows:

As shown in Figure 2, Figure 4-6, the prefabricated bottom half-story column is composed of the bottom half-story column longitudinal reinforcement 5, column stirrup 6, longitudinal reinforcement sleeve 3 and ribbed steel plate I1 poured concrete, in a square row The four bottom half-story columns of the cloth are connected with longitudinal reinforcement bars 5 by column stirrups 6 to form a frame structure, and the bottom of each bottom half-layer column longitudinal reinforcement bars 5 is fitted with a longitudinal reinforcement sleeve 3, and a column is arranged on one side of the frame structure. -Wall embedded parts.

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

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

During the binding process, the two stirrups on the inner side should protrude a part in the direction of connecting with the column-wall embedded parts (Fig. 1), and the length of the protruding part is the same as the column-wall embedded parts ( Figure 1) The hole depth of the side wall circular hole I2 is the same.

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 formwork is supported externally by the reinforcement inside the column (Fig. 4), 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 to complete the production of the prefabricated bottom half-story column. (Image 6).

As shown in Fig. 3 and Fig. 7-9, the prefabricated middle column is composed of longitudinal steel bar 7 for middle column, column hoop 6, transverse steel sleeve 4, longitudinal steel sleeve 3, column and beam connecting steel bar 8 and ribbed The steel plate I1 is composed of poured concrete, and the four middle column longitudinal reinforcement bars 7 arranged in a square shape are connected by column stirrups 6 to form a frame structure. Column-wall embedded parts are set up and down on one side of the frame structure; two pairs of parallel column-to-beam connecting reinforcement bars 8 are arranged horizontally in the middle of one side of the frame structure, and each column-beam connecting reinforcement bar 8 is equipped with a horizontal reinforcement sleeve 4 .

The manufacturing process of the prefabricated middle column (Figure 9) is the same as that of the prefabricated bottom half column (Figure 6), but the height of the prefabricated middle column (Figure 9) is twice the height of the prefabricated bottom half column (Figure 6), The column and beam connection reinforcement 8 needs to be bound at the middle position of the column stirrup 6 of the column inner reinforcement (Fig. 7). After the concrete is poured, insert the transverse reinforcement sleeve 4 along the outside of the protruding column and beam connecting reinforcement 8, and the length of the transverse reinforcement sleeve 4 is slightly shorter than the protruding column and beam connecting reinforcement 8.

As shown in Figures 10-12, the prefabricated top half-story column is composed of the longitudinal stress reinforcement 9 of the top half-story column, the column stirrup 6, the longitudinal reinforcement sleeve 3 and the ribbed steel plate Ⅰ1 pouring concrete, and is arranged in a square shape. The longitudinal reinforcement bars 9 of each top half-story column are connected by column stirrups 6 to form a frame structure, the bottom of each top half-story column longitudinal reinforcement bar 9 is fitted with a longitudinal reinforcement sleeve 3, and a column-wall pre-set is set on one side of the frame structure. Embedded parts.

The structure and manufacturing process of the prefabricated top half-story column (Fig. 12) is the same as that of the prefabricated bottom half-story column (Fig. 6), only the reserved length of the upper end of the longitudinal stress reinforcement 9 of the top half-story column is greater than the longitudinal stress reinforcement of the bottom half-story column 5 The reserved length of the upper end, the length of the reserved part is the height of the prefabricated top floor beam.

(3) As shown in Figure 13, the specific structure and manufacturing process of the beam-wall embedded parts are as follows:

The beam-wall embedded part (Fig. 13) is composed of ribbed steel plate II10, round hole I2, square hole 11 and round hole II12. Ribs are set up and down parallel to one side of ribbed steel plate II10. A square hole 11, a semicircular round hole II12 is set at one end of the rib plate, and a round hole I2 is set on the other side of the ribbed steel plate II10.

The same as the column-wall embedded part (Fig. 1), the round hole I2 on the beam-wall embedded part (Fig. 13) is drilled on one side, and its number and size are determined by the shear wall inserted into the hole. The root number of longitudinally distributed ribs 15 is determined;

The size of the square hole 11 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 II10 and the channel beam-wall connection key 27. In addition, the purpose of setting the round hole II12 is to allow the grouting material 31 to flow to other positions through the round hole during grouting.

The width of the ribbed steel plate II10 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 II10 are determined according to the calculation of the bending moment transmitted between the connected prefabricated components.

(14) As shown in Figure 14-15, 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. 14) is composed of ribbed steel plate III13 and round hole I2, one side of ribbed steel plate III13 is provided with ribs in parallel up and down, and the other side of ribbed steel plate III13 is provided with round hole I2 on one side; the shear steel plate Key (Fig. 15) is made up of ribbed steel plate IV14 and round hole I2, one side of ribbed steel plate IV14 is longitudinally provided with rib plate, and the other side of ribbed steel plate IV14 is provided with round hole I2.

Same as the column-wall embedded parts (Fig. 1) and beam-wall embedded parts (Fig. 13), the round hole I2 on the shear steel plate groove (Fig. 14) and the shear steel plate key (Fig. 15) adopts single-sided drilling The mode of the hole, its number and size are determined by the root number of the longitudinal distribution ribs 15 of the shear wall inserted in the hole;

The width of the inner wall of the shear steel plate groove (Fig. 14) should be the same as the width of the outer wall of the steel plate of the shear steel plate (Fig. 15), 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 be locked together when in contact;

The width of ribbed steel plate Ⅲ13 and ribbed steel plate Ⅳ14 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 III13 and ribbed steel plate IV14 are calculated and determined according to the shear force transmitted between the connected prefabricated components.

(5) As shown in Figure 16-18, the specific structure and manufacturing process of the prefabricated wall are as follows:

As shown in Figure 16, the steel bars in the prefabricated wall include shear wall longitudinal stress bars 15, shear wall transverse distribution bars 16, shear wall restraint edge member stirrups 17, and shear wall tie bars 18, two rows parallel to each other The longitudinal stress bars 15 of the shear wall and two rows of parallel and opposite transverse distribution bars 16 of the shear wall form a frame structure, which is located between the longitudinal bars 15 of the shear wall at the ends of the transverse distribution bars 16 of the shear wall. The stirrups 17 of the force wall restraint edge members are connected, and the longitudinal stress bars 15 of the opposite shear walls are connected by the shear wall tension bars 18 . 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 Ⅱ10 and ribbed steel plate Ⅲ13, and the two ribbed steel plates Ⅱ10 are symmetrically arranged on both sides of the ribbed steel plate Ⅲ13; the bottom of the frame structure The ribbed steel plate II10 and the ribbed steel plate III13 are arranged, and the two ribbed steel plates II10 are arranged symmetrically on both sides of the ribbed steel plate III13.

The manufacturing process is as follows: firstly bind the longitudinal stress bars 15 of the shear wall and the stirrups 17 of the constrained edge members of the shear wall to form the reinforcement bars of the constrained edge members; then bind the remaining longitudinal stress bars 15 of the shear wall and the transverse distribution bars 16; finally bind the shear wall tension bars 18 to form the steel bars in the prefabricated walls.

During the binding process, the longitudinal distribution rib 15 of the shear wall should protrude a part in the direction of connecting with the beam-wall embedded part (Fig. 13) and the shear steel plate groove (Fig. 14). 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. 13) and the shear steel plate groove (Fig. 14) is the same.

Insert the beam-wall embedded part (Fig. 13) and the shear steel plate groove (Fig. 13) into the protruding part of the transverse distribution rib 16 of the shear wall through the round hole I2, and the individual beam-wall embedded part (Fig. 13) The number is determined according to the calculation of the bending moment that needs to be transmitted between the prefabricated wall (Fig. 18) 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 grooves (Fig. 14) is determined according to the The shear force that needs to be transmitted between the wall (Fig. 18) and the prefabricated middle beam (Fig. 21) is calculated and determined, and is evenly distributed in the middle area along the lateral direction of the wall.

During the binding process of the shear wall transverse distribution tendons 16, a part should protrude outward in the direction of connecting with the column-wall embedded parts (Fig. 1), and the length of the protruding part is the same as that of 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 16 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 number of prefabricated bottom half-story columns, prefabricated middle-story columns, and prefabricated top half-story columns within the scope of column-wall embedded parts (Figure 1) is the same.

The formwork is supported outside the reinforced skeleton, and concrete is poured. The concrete should be poured in the formwork to the outer surface of the column-wall embedded parts (Fig. 1), the beam-wall embedded parts (Fig. 3) and the shear steel plate groove (Fig. 14) . After the concrete is solidified, the formwork is removed to complete the fabrication of the prefabricated wall (Fig. 18).

(6) As shown in Figure 19-24, the specific structure and manufacturing process of the prefabricated middle beam and the prefabricated top beam are as follows:

As shown in Figures 19-21, the steel bars in the prefabricated middle beam (Figure 21) include the negative moment bars 19 of the middle frame beam, the positive moment bars 20 of the middle frame beam and the stirrup bars 21 of the frame beam, two rows of parallel and opposite middle frame beams Negative moment bars 19 and two rows of parallel and opposite positive moment bars 20 of the middle frame beam form a frame structure. Ribbed steel plate II10 and ribbed steel plate IV14 are arranged on the top of the frame structure, and two ribbed steel plates II10 are arranged symmetrically on both sides of the ribbed steel plate IV14; The ribbed steel plate II10 is arranged symmetrically on both sides of the ribbed steel plate IV14.

The production process is as follows: binding the negative moment tendons 19 of the middle frame beam and the positive moment tendons 20 of the middle frame beam to the stirrup bars 21 of the frame beam; during the binding process, the stirrup bars 21 of the frame beam should protrude outward respectively in the upper and lower directions. One part, the length of the protruding part is the same as the hole depth of the beam-wall embedded part (Fig. 13) and the side wall round hole I2 of the shear plate key (Fig. 15).

Insert the beam-wall embedded part (Fig. 13) and the shear steel plate key (Fig. 15) into the upper and lower protruding parts of the frame beam stirrup 21 respectively through the round hole I2, and the beam-wall embedded part (Fig. The number of shear plate keys (Fig. 15) is the same as that of the prefabricated wall end faces.

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 parts (Fig. 13) and the shear steel plate key (Fig. 15). During the pouring process, the negative moment reinforcement 19 of the middle frame beam should protrude a part outwards, and the length of the protruding part is the same as the length of the column and beam connecting steel bar 8 protruding from the middle part of the prefabricated middle column (Fig. 9), slightly less than The length of transverse reinforcement sleeve 4. After the concrete is solidified, the formwork is removed to complete the fabrication of the prefabricated middle beam (Fig. 21).

As shown in Figures 22-24, the steel bars in the prefabricated top floor beam (Figure 24) include the negative moment reinforcement 22 of the top frame beam, the positive moment reinforcement 23 of the top frame beam, the frame beam stirrup 21, the beam-column joint stirrup 24 and the aggregate Vinyl chloride pipes 25, two parallel rows of negative moment bars 22 of the top frame beam and two parallel rows of positive moment bars 23 of the top frame beam form a frame structure, the frame structure is composed of negative moment bars 22 of the top frame beam and positive moment bars 23 of the top frame beam. Between them, they are connected by frame beam stirrups 21, and the two sides of the frame beam positive moment bars 23 on the top floor are respectively provided with polyvinyl chloride pipes 25 longitudinally provided through beam-column node stirrups 24. The bottom of the frame structure is provided with a ribbed steel plate II10 and a ribbed steel plate IV14, and two ribbed steel plates II10 are symmetrically arranged on both sides of the ribbed steel plate IV14.

The production process is as follows: first, the negative moment reinforcement 22 of the frame beam on the top floor and the positive moment reinforcement 23 of the frame beam on the top floor are bound to the stirrups 21 of the frame beam; The center of the center is the same as the central position of the prefabricated top half layer column longitudinal stress reinforcement 9, and the diameter of the polyvinyl chloride pipe 25 is greater than the column longitudinal stress reinforcement 9 diameter 1-2cm; 25 are bound to the negative moment reinforcement 22 of the frame beam on the top floor and the positive moment reinforcement 23 of the frame beam on the top floor.

During the binding process of the frame beam stirrups 21, a part should protrude outward in the up and down directions, and the length of the protruding part is the same as that of the beam-wall embedded part (Fig. 13) and the side wall of the shear steel plate key (Fig. 15). The hole depth of circular hole I2 is the same.

Insert the beam-wall embedded part (Fig. 13) and the shear steel plate key (Fig. 15) into the lower protruding part of the frame beam stirrup 21 respectively through the round hole I2, and the beam-wall embedded part (Fig. 13) and the anti-corrosion The number of shear plate keys (Fig. 15) is the same as that of the prefabricated wall end faces.

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 parts (Fig. 13) and the shear steel plate key (Fig. 15). After the concrete is solidified, the formwork is removed to complete the fabrication of the prefabricated top floor beam (Fig. 24).

(7) As shown in Figure 25-Figure 26, 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 11 above the beam-wall embedded part (Fig. 13). The same size, the purpose of setting the hole III 28 is to grout, the grout 31 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 prefabricated bottom half-story columns (Fig. 6) and cast-in-place concrete foundation beams (Fig. 27) with beam-wall embedded parts (Fig. 13) and shear steel plate keys (Fig. 15), see Fig. 27 - Figure 29.

Figure 27 shows the cast-in-place concrete foundation beam with beam-wall embedded parts (Figure 13) and shear steel plate key (Figure 15). The top of the cast-in-place concrete foundation beam is provided with ribbed steel plate II10 and ribbed steel plate IV14, two The ribbed steel plate II10 is arranged symmetrically on both sides of the ribbed steel plate IV14. 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. 13) and shear steel plate keys (Fig. 15) are arranged on the upper side, and the beam end is the top 29 of the foundation, and the foundation The top stretches out reinforcing bar 30.

As shown in Fig. 28, during hoisting, the prefabricated bottom half-story column (Fig. 6) is hoisted on the foundation top 29, and the steel bar 30 protruding from the top of the foundation is inserted into the longitudinal reinforcement sleeve at the bottom of the prefabricated bottom half-story column (Fig. 6) 3, and then grout in the longitudinal reinforcement sleeve 3 to complete the cast-in-place concrete foundation beam of the prefabricated bottom half-story column (Fig. 6) and beam-wall embedded parts (Fig. 13) and shear steel plate key (Fig. 15) (Fig. 27) assembly, see Fig. 29.

(2) Hoisting of the prefabricated wall (Fig. 18), see Fig. 30-Fig. 31.

As shown in Figure 30, hoist the prefabricated wall (Figure 18) above the foundation beam (Figure 27), and ensure that the beam-wall embedded parts (Figure 13) and shear steel plate slots (Figure 14) on the lower side, left and right The column-wall embedded parts on both sides (Fig. 1) are respectively connected with the beam-wall embedded parts (Fig. 13) on the upper side of the foundation beam (Fig. 21), the shear steel plate key (Fig. 15) and the prefabricated bottom half-story column (Fig. Figure 6) The column-wall embedded parts (Figure 1) are in close contact in the connection direction. Then the grooved beam-wall connection key 27 is inserted along the square hole 12 on the beam-wall embedded part (Fig. 13), 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 wall (Fig. 18), see Fig. 31.

(3) Hoisting of the prefabricated middle beam (Fig. 21), see Fig. 32-Fig. 33.

Hoist the prefabricated middle beam (Fig. 15) on the top of the prefabricated wall (Fig. 18), see Fig. 32; and ensure that the beam-wall embedded part (Fig. 13) and the shear steel plate key (Fig. The beam-wall embedded parts (Fig. 13) on the upper layer of the wall are in close contact with the shear steel plate groove (Fig. 14); then the beam-wall embedded parts (Fig. 13) Install the channel beam-wall connection key 27 between them to complete the hoisting of the prefabricated middle beam (Fig. 21), see Fig. 33.

(3) Hoisting of the prefabricated middle column (Fig. 9), see Fig. 34-Fig. 35.

As shown in Figure 34, during hoisting, the prefabricated middle column (Figure 9) is hoisted above the prefabricated bottom half column (Figure 12), so that the bottom half column protruding from the prefabricated bottom half column (Figure 12) is longitudinally Tensile reinforcement 5 is inserted into the longitudinal reinforcement sleeve 3 at the bottom of the prefabricated middle column (Fig. 12), and then grouted in the sleeve. The column-to-beam connecting reinforcement 8 protruding from the middle area of the prefabricated middle column (Fig. 9) is kept parallel and in close contact with the negative moment tendons 19 of the middle frame beam protruding from both ends of the prefabricated middle beam (Fig. 21). The horizontal reinforcement sleeve 4 on the connecting reinforcement 8 slides to the middle area where the reinforcement contacts, and grouts in the sleeve to complete the hoisting of the prefabricated middle column (Fig. 9), see Fig. 35.

(4) The hoisting of the remaining prefabricated walls and prefabricated roof beams (Fig. 24) is the same as the above process, see Fig. 36.

(5) There are column-wall embedded parts (Figure 1), beam-wall embedded parts (Figure 13), shear steel plate grooves (Figure 14) and shear steel plate grooves (Figure 15). 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. 13), shear steel plate grooves (Fig. 14) 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. 15) 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 37.

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

Claims (8)

1. a kind of assembled frame-shear structure column splitlevel connection structure, which is characterized in that the structure includes：Prefabricated bottom half storey column, Prefabricated middle level column, prefabricated top half storey column, dry wall, prefabricated middle level beam, prefabricated top layer beam and foundation beam and for above-mentioned component Between I-shaped column-wall connecting key for connecting and trough girder-wall connecting key, by pouring into a mould coagulation local soil type into concrete structure is as follows：

The both ends of foundation beam set prefabricated bottom half storey column, and the top of foundation beam passes through beam-wall built-in fitting, anti-shear steel plate key and groove profile Beam-wall connecting key setting lower floor dry wall, the both sides of lower floor's dry wall are connected respectively by column-wall built-in fitting, I-shaped column-wall Key is connect with prefabricated bottom half storey column, the top of lower floor's dry wall respectively by beam-wall built-in fitting, anti-shear steel plate slot and trough girder- Wall connecting key sets prefabricated middle level beam, and the top of prefabricated bottom half storey column sets prefabricated middle level column, and the both ends of prefabricated middle level beam pass through Column connect reinforcing bar, transverse steel sleeve, middle level Vierendeel girder negative bending moment rib with beam and is connect with prefabricated middle level column, the top of prefabricated middle level column The prefabricated top half storey column of portion's setting, the top of prefabricated middle level beam is connected by beam-wall built-in fitting, anti-shear steel plate key with trough girder-wall Key sets upper strata dry wall, the both sides of upper strata dry wall respectively by column-wall built-in fitting, I-shaped column-wall connecting key with it is prefabricated The connection of half storey column is pushed up, the top of upper strata dry wall passes through beam-wall built-in fitting, anti-shear steel plate slot and trough girder-wall connecting key respectively Prefabricated top layer beam is set, and the both ends of prefabricated top layer beam are respectively arranged at the top of prefabricated top half storey column.

2. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that column-wall is pre-buried Part is made of ribbed steel I and circular hole I, and floor, the opposite side list of ribbed steel I is arranged in parallel up and down in the side of ribbed steel I Face sets circular hole I；

Beam-wall built-in fitting is made of ribbed steel II, circular hole I, square hole and circular hole II, parallel above and below the side of ribbed steel II to set Floor is put, the floor opens up the square hole of up/down perforation, and one end of the floor sets semicircular circular hole II, ribbed steel II Opposite side single side setting circular hole I.

3. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated bottom half storey Column is made of bottom half storey column Reinforcement, column tie-bar, longitudinal reinforcement sleeve and I casting concrete of ribbed steel, is square Four bottom half storey column Reinforcements of arrangement connect to form frame structure by column tie-bar, each bottom half storey column longitudinal stress The bottom suit longitudinal reinforcement sleeve of reinforcing bar, one side setting column-wall built-in fitting of frame structure；

Prefabricated middle level column is connected by middle level column Reinforcement, column tie-bar, transverse steel sleeve, longitudinal reinforcement sleeve, column and beam Reinforcing bar and I casting concrete of ribbed steel composition are connect, four middle level column Reinforcements of the arrangement that is square pass through column tie-bar Connection forms frame structure, the bottom suit longitudinal reinforcement sleeve of each middle level column Reinforcement, the side of frame structure Face column setting up and down-wall built-in fitting；Laterally wear upper and lower two pairs of parallel columns connect steel with beam in the middle part of the one side of frame structure Muscle, each column connect suit transverse steel sleeve on reinforcing bar with beam；

Prefabricated top half storey column pours coagulation by top half storey column Reinforcement, column tie-bar, longitudinal reinforcement sleeve and ribbed steel I Local soil type is into four top half storey column Reinforcements of the arrangement that is square connect to form frame structure by column tie-bar, Mei Geding The bottom suit longitudinal reinforcement sleeve of half storey column Reinforcement 9, one side setting column-wall built-in fitting of frame structure.

4. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that anti-shear steel plate slot It is made of ribbed steel III and circular hole I, floor, the opposite side list of ribbed steel III is arranged in parallel up and down in the side of ribbed steel III Face sets circular hole I；Anti-shear steel plate key is made of ribbed steel IV and circular hole I, the longitudinally disposed floor in side of ribbed steel IV, band The opposite side single side setting circular hole I of rib steel plate IV.

5. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that in dry wall Reinforcing bar includes shear wall longitudinal stress muscle, shear wall cross direction profiles muscle, shear wall confined boundary member stirrup and shearing wall lacing wire, Two rows of parallel opposite shear wall longitudinal stress muscle form frame structure, position with two rows of parallel opposite shear wall cross direction profiles muscle Between the shear wall longitudinal stress muscle of shear wall cross direction profiles muscle end, connected by shear wall confined boundary member stirrup, It is connected between opposite shear wall longitudinal stress muscle by shearing wall lacing wire；The both sides of frame structure set column-wall pre-buried respectively Part, the top setting ribbed steel II and ribbed steel III, two ribbed steels II of frame structure are symmetrically disposed on ribbed steel III both sides；The bottom setting ribbed steel II and ribbed steel III, two ribbed steels II of frame structure are symmetrically disposed on band The both sides of rib steel plate III.

6. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated middle level beam Interior reinforcing bar includes middle level Vierendeel girder negative bending moment rib, middle level Vierendeel girder sagging moment muscle and frame beam stirrup, two rows of parallel opposite Middle level Vierendeel girder negative bending moment rib is born with two rows of parallel opposite middle level Vierendeel girder sagging moment muscle composition frame structures, middle level Vierendeel girder Between moment of flexure muscle, middle level Vierendeel girder sagging moment muscle, connected by frame beam stirrup；The top setting ribbed steel II of frame structure With ribbed steel IV, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel IV；The bottom setting of frame structure is with ribbing Steel plate II and ribbed steel IV, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel IV.

7. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated top layer beam Interior reinforcing bar includes top layer frame negative moment of girder muscle, top-level boxes and sets a roof beam in place sagging moment muscle, frame beam stirrup, bean column node stirrup and poly- Vinyl chloride pipe, two rows of parallel opposite top layer frame negative moment of girder muscle and the parallel opposite top-level boxes of two rows are set a roof beam in place sagging moment muscle group Into frame structure, top layer frame negative moment of girder muscle, top-level boxes are set a roof beam in place between sagging moment muscle, are connected by frame beam stirrup, top layer The both sides of Vierendeel girder sagging moment muscle are set respectively through the longitudinally disposed polyvinyl chloride pipe of bean column node stirrup；The bottom of frame structure Setting ribbed steel II and ribbed steel IV, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel IV.

8. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that trough girder-wall The bottom setting circular hole III of connecting key, two sides of trough girder-wall connecting key are opposite to slot.