CN202831296U - Assembled spliced connecting structure of concrete frame-shear wall and structure constructed - Google Patents

Abstract

The utility model relates to the field of an assembled concrete structure, in particular to an assembled spliced connecting structure of a concrete frame-a shear wall and a structure thereof. A cast-in-situ belt is arranged between a prefabricated column and a prefabricated shear wall to connect a pre-buried rib of the column and wall. A vertical through hole is reserved in a prefabricated node+prefabricated beam integrated member to connect the upper and lower columns and vertical reinforcing bars of upper and lower shear walls. Reinforcing bar sleeves are pre-buried at the lower ends of the prefabricated column and the prefabricated shear wall to be embedded with reinforcing bar protruding sections extending from the lower column and the lower wall so as to be integrated with the lower column and the lower wall by pouring mortar. A through hole reserved in the prefabricated node+prefabricated beam integrated member is threaded at the upper ends of the prefabricated column and shear wall protruding a straight reinforcing bar and protrudes above the floor plane. The prefabricated column and node as well as the prefabricated shear wall and beam are combined integrally by pouring mortar. According to the utility model, wet construction such as in-situ pouring concrete is reduced to the maximum extent, so that the construction quality is improved, the construction period is shortened, and the energy is saved and the emission is reduced.

Description

Prefabricated concrete frame-shear wall assembly connection structure and constructed structures

【Technical field】

The utility model relates to the field of prefabricated concrete structures, specifically a prefabricated assembly type or assembly integral type (hereinafter referred to as assembly type) concrete frame-shear wall structure composed of prefabricated columns, prefabricated walls, prefabricated nodes and prefabricated beams. Split assembly system, component connection structure, structures built by this assembly system and connection structure, and assembly connection method. the

【Background technique】

The existing technology of prefabricated concrete structure is limited to pure frame structure and pure shear wall structure, and the prefabricated concrete frame-shear wall structure composed of prefabricated columns, prefabricated walls, prefabricated nodes and prefabricated beams has not yet been published. Compared with pure frame structure or pure shear wall structure, since the concrete frame-shear wall structure is a combination of wire and surface material, especially the shear wall is separated by beams and columns, it is difficult to assemble the reinforced reinforcement. There is no proven solution. So far, concrete frame-shear wall structures are mainly constructed by the all-in-situ construction method. The conventional method of prefabricated frame structure is to prefabricate the beams and columns, and the joints are cast in situ. The main problem is that the steel bars of the beams and columns in all directions are intersected and anchored in the core area of the joints, which makes the reinforcement construction difficult and it is difficult to ensure the construction quality of the joints. The current practice of the prefabricated shear wall structure is that the vertical reinforcement of the upper and lower walls is lapped with reinforced grout anchors with reserved holes, and the horizontal reinforcement of the left and right walls is lapped with cast-in-place strips. The main problem is that the vertical reinforcement is generally double-sided. The number of roots is too many, and the length of the lap joint is long, which is not convenient for construction. the

【Content of utility model】

The purpose of this utility model is to provide an assembled and assembled connection structure of a concrete frame-shear wall structure and its built structure. By adopting a reasonable and effective split and assembled system and component connection methods, the site pouring concrete Waiting for wet operation, improving the degree of assembly, realizing energy saving and emission reduction, improving labor productivity, improving construction quality, and shortening the construction period. the

Technical scheme of the utility model:

A prefabricated concrete frame-shear wall assembly connection structure, which consists of prefabricated or partially prefabricated columns, prefabricated or partially prefabricated shear walls, prefabricated or partially prefabricated beam-column joint core areas and prefabricated or partially prefabricated beams to form a structural split assembly system , of which: prefabricated or partially prefabricated columns, hereinafter referred to as precast columns; prefabricated or partially prefabricated shear walls, hereinafter referred to as precast walls; Prefabricated beams; the joint core area and beams adopt an integrated prefabrication method, hereinafter referred to as the prefabricated node and prefabricated beam integrated component, and the prefabricated node and prefabricated beam integrated component is provided with reserved through holes for interspersing the main reinforcement of the column and the vertical reinforcement of the shear wall ;

The lower end of the prefabricated column is pre-embedded with a steel bar sleeve, which is fitted with the protruding section of the steel bar extending from the lower column, and is connected with the lower column as a whole by injecting mortar into the sleeve and the connected horizontal joint;

The lower end of the prefabricated shear wall pre-embeds the steel bar sleeve, which is fitted with the protruding section of the steel bar extending from the lower wall, and is connected with the lower prefabricated shear wall as a whole by pouring mortar into the sleeve and the connected horizontal joint;

A cast-in-place belt is set between the prefabricated column and the prefabricated shear wall, and the pre-embedded steel bars on the side of the column and the pre-embedded steel bars on the end of the prefabricated shear wall are horizontally connected in the cast-in-place belt, and the column and the prefabricated shear wall are connected by pouring concrete on site. connected as a whole;

The upper end of the prefabricated column is a protruding straight steel bar, which runs through the prefabricated node. The node area set in the precast beam integrated component reserves a through hole and protrudes above the floor surface. The reserved through hole and the horizontal joint between the upper end of the column and the node are poured with mortar. , so that the column and the joint are consolidated into a whole;

The upper end of the prefabricated shear wall is a protruding straight steel bar, which runs through the prefabricated node. The beam area set in the prefabricated beam integrated component reserves a through hole and protrudes above the floor surface. Mortar is poured into the horizontal joints between them to consolidate the prefabricated shear walls and prefabricated beams into a whole. the

In the prefabricated concrete frame-shear wall assembly connection structure, a horizontal split is set in the middle of the prefabricated beam span, and the longitudinal reinforcement of the prefabricated beam is horizontally connected at this place, and the left and right sides of the prefabricated beam are connected as a whole by pouring concrete on site . the

In the prefabricated concrete frame-shear wall assembly connection structure, the split connection between the prefabricated shear wall and adjacent columns is set in the horizontal direction of the prefabricated shear wall and the split connection of the prefabricated shear wall itself is added . the

In the prefabricated concrete frame-shear wall assembly connection structure, the column and the prefabricated shear wall adopt a connection structure of U-shaped reinforcement horizontal lap joint and vertical reinforcement bolt anchor, and the column is made by pouring concrete on site. It is connected with the prefabricated shear wall as a whole. the

In the prefabricated concrete frame-shear wall assembly connection structure, the prefabricated shear wall and the adjacent columns are split at the edge of the wall, and the connection between them is in the form of cast-in-place belts. Adjacent columns are protrudingly provided with U-shaped connecting bars for horizontal lapping. When assembling, they overlap each other to form a mouth-shaped closed restraint space, and insert vertical steel bars at the corners from top to bottom at the four inner corners of the closed space; Concrete groove shear keys are set on the end face of the wall and the side of the opposite column respectively, the wall groove shear key is set on the prefabricated shear wall, and the column groove shear key is set on the column; Integrate precast shear walls with adjacent columns. the

In the prefabricated concrete frame-shear wall assembly connection structure, the reserved through-holes in the integrated components of prefabricated nodes and prefabricated beams for interspersing the main reinforcement of the column and the vertical reinforcement of the wall are formed by metal pipes or metal bellows, or Molded in plastic tube. the

In the prefabricated concrete frame-shear wall assembly connection structure, the metal bellows adopts double-rib bellows, the rib height of which is more than 1.5mm; the inner diameter of the hole is 1.2 to 3.0 times the diameter of the steel bar to be worn. the

In the utility model, the frame-shear wall structure constructed by the assembled connection structure of the assembled concrete frame-shear wall described in any one of the above can be used. the

The assembly and connection method of the above-mentioned prefabricated concrete frame-shear wall structure comprises the following steps:

The first step is to fit the pre-embedded steel bar sleeves at the lower ends of the left and right prefabricated columns with the protruding sections of the steel bars protruding from the lower column, and inject mortar into the sleeves and connected horizontal joints after positioning;

The second step is to fit the pre-embedded steel bar sleeve at the lower end of the prefabricated shear wall with the protruding section of the steel bar extending from the lower wall, and pour mortar into the sleeve and the connected horizontal joint after positioning;

The third step is to horizontally connect the protruding section of pre-embedded reinforcement on the side of the column and the protruding section of pre-embedded reinforcement on the end face of the prefabricated shear wall.

The fourth step is to install the prefabricated node and prefabricated beam integrated components. The protruding straight steel bars on the top of the prefabricated columns and prefabricated shear walls penetrate the reserved through holes set in the prefabricated node and prefabricated beam integrated components and protrude above the floor surface. After positioning, pour mortar into the through-hole reserved in the joint area and the horizontal joint between the upper end of the column and the joint, and pour mortar into the reserved through-hole in the beam area and the horizontal joint between the top of the precast shear wall and the precast beam;

The fifth step is floor construction, that is, cast-in-place slabs, or install laminated slabs, configure upper reinforcement and pour laminated layer concrete to complete the construction of this floor;

Carry out the construction of the previous layer and repeat the above five steps. the

In the assembly and connection method of the prefabricated concrete frame-shear wall, when the horizontal split is set in the middle of the prefabricated beam span and the longitudinal steel bars of the left and right prefabricated beam sections need to be connected horizontally, in the fourth step prefabricated nodes and prefabricated beams After the integrated components are installed and positioned, the left and right longitudinal steel bars of the prefabricated beams are first connected horizontally, and then mortar is poured into the through holes reserved in the node area and the horizontal joints between the upper end of the column and the nodes, and the through holes reserved in the beam area and the top of the prefabricated shear wall Mortar is poured into the horizontal joints between the prefabricated beams, and finally the prefabricated beams are molded and concrete is poured at the connection part. the

Effect of the present utility model:

The utility model consists of prefabricated columns, prefabricated shear walls, prefabricated nodes and prefabricated beams integrated components to form a structural disassembly and assembly system. The method of component connection is as follows: protruding U-shaped horizontal connecting bars are arranged on the adjacent surfaces of the prefabricated columns and prefabricated shear walls, and the prefabricated node and prefabricated beam integrated components are provided with reserved through holes interspersed with the main reinforcement of the column and the vertical reinforcement of the wall. The prefabricated columns and the prefabricated shear walls have pre-embedded reinforcement sleeves at the lower end, which are fitted with the protruding sections of the lower columns and lower walls. By pouring high-strength mortar into the sleeve and connected horizontal joints, it is integrated with the lower column and the lower wall. The upper ends of prefabricated columns and prefabricated shear walls are protruding straight steel bars. When installing prefabricated node and prefabricated beam integrated components, make them penetrate through the reserved through holes in the prefabricated node and prefabricated beam integrated components and protrude from the beam surface (ie Above the floor surface), the prefabricated columns and prefabricated nodes, prefabricated shear walls and prefabricated beams are consolidated into a whole by pouring high-strength mortar into the reserved through holes and connected horizontal joints in the prefabricated joints and prefabricated beams integrated components. A cast-in-place belt is set between the prefabricated column and the prefabricated shear wall, and a U-shaped reinforcement horizontal lap joint and a vertical reinforcement anchor structure are adopted. the

The disassembly and assembly structure and component connection method proposed by the utility model have the following characteristics:

①The dismantling position of each component is reasonable, which is convenient for component fabrication and transportation; ②The components are generally symmetrical and the weight is reasonable, which is convenient for hoisting and installation; ③All components are installed from top to bottom, which is convenient for hoisting and installation; ④The vertical steel bar joint adopts a single steel bar Sleeve grouting butt joint, the joint is reliable; ⑤ The steel bar sleeve grouting butt joint is located at a slightly higher position on the floor surface, which is convenient for grouting operation and high connection efficiency. ⑥For the vertical reinforcement of the shear wall, while the double-sided distributed reinforcement is arranged according to the minimum structural requirements, the vertical reinforcement area required for calculation is concentrated into a row of large-space thick-diameter reinforcement and arranged on the center line of the wall. In this way, the structural requirements of the code are met, and there are fewer steel joints. Although the amount of steel bars is slightly increased, there are fewer sleeves, which are economical (the sleeves are expensive) and are convenient for construction; ⑦The width of the cast-in-place belt between the columns and walls is small, there is less wet work on site, and the assembly rate is high. the

【Description of drawings】

Fig. 1A-Fig. 1E: Structural diagrams of disassembly, assembly and connection of the first assembled concrete frame-shear wall structure of the utility model. Among them, Fig. 1A is a disassembled elevation front view; Fig. 1B is an assembled elevation front view; Fig. 1C is a sectional view of I-I in Fig. 1A; Fig. 1D is a sectional view of II-II in Fig. 1A; Fig. 1E is Figure 1A Cross-sectional view of the beam. the

Fig. 2A-Fig. 2E: Structural diagrams of disassembly, assembly and connection of the second assembled concrete frame-shear wall structure of the utility model. Among them, Fig. 2A is a disassembled elevation front view; Fig. 2B is an assembled elevation front view; Fig. 2C is a sectional view of I-I in Fig. 2A; Fig. 2D is a sectional view of II-II in Fig. 2A; Fig. 2E is Cross-sectional view of the composite beam in Figure 2A. the

Fig. 3A-Fig. 3E: The structure diagram of the third assembled concrete frame-shear wall structure of the utility model which is disassembled, assembled and connected. Among them, Fig. 3A is a disassembled elevation front view; Fig. 3B is an assembled elevation front view; Fig. 3C is a sectional view of I-I in Fig. 3A; Fig. 3D is a sectional view of II-II in Fig. 3A; Fig. 3E is Cross-sectional view of the composite beam in Figure 3A. the

Fig. 4A-Fig. 4D: The fourth assembled concrete frame-shear wall structure of the utility model is disassembled, assembled and connected. Among them, Fig. 4A is a disassembled elevation front view; Fig. 4B is an assembled elevation front view; Fig. 4C is a sectional view of I-I in Fig. 4A; Fig. 4D is a sectional view of II-II in Fig. 4A. the

Fig. 5A-Fig. 5D: Structural diagrams of disassembly, assembly and connection of the fifth assembled concrete frame-shear wall structure of the present invention. Among them, Fig. 5A is a disassembled elevation front view; Fig. 5B is an assembled elevation front view; Fig. 5C is a sectional view of I-I in Fig. 5A; Fig. 5D is a sectional view of II-II in Fig. 5A. the

Figure 6A-6B: Sectional views of laminated beams and laminated floors. Among them, Fig. 6A is a cast-in-place floor slab; Fig. 6B is a superimposed floor slab. the

Figure 7: Schematic diagram of partial cast-in-place butt joint of reinforcement sleeve grouting in beam span. the

Figure 8: Schematic diagram of local cast-in-place of steel bar lap joints in the beam span. the

In the figure: 1 prefabricated beam; 11 reserved through hole; 12 pre-embedded vertical beam reinforcement or through hole; 13 plate reinforcement; 14 beam longitudinal reinforcement; 19 The cast-in-place concrete II; 110 The left end of the beam; 111 The grout outlet joint; 112 The right end of the beam; 113 The left grouting steel bar; 114 The cement grouting steel connecting sleeve; 115 The right grouting steel bar; 116 The steel bar lap 2 Prefabricated shear walls; 21 Vertical steel bars for shear walls; 22 Butt sleeves for vertical steel bars in shear walls; 23 Double-sided distribution bars in walls; 24 U-shaped connecting bars in walls; 25 Wall groove shear keys ; 3 columns; 31 columns of longitudinal reinforcement; 32 columns of butt joint sleeves of longitudinal reinforcement; 33 columns of U-shaped connecting bars; 34 columns of grooved shear keys; 4 grouting; 5 cast-in-place concrete III; ; 8 corner vertical reinforcement. the

【Detailed ways】

The assembly connection structure and assembly connection method of the assembled concrete frame-shear wall of the present utility model are as follows:

(1) Prefabricated or partially prefabricated columns (hereinafter referred to as prefabricated columns), prefabricated or partially prefabricated shear walls (hereinafter referred to as prefabricated walls), prefabricated or partially prefabricated beam-column joint core areas (hereinafter referred to as prefabricated nodes) and prefabricated or partially Prefabricated beams (hereinafter referred to as prefabricated beams) constitute a disassembly and assembly system of the structure. Among them, the joint core area and the beam adopt the integrated prefabrication method (hereinafter referred to as the prefabricated joint and prefabricated beam integrated component). In order to realize the mutual connection between the upper and lower columns and the vertical reinforcement between the upper and lower shear walls in the frame-shear wall structure, the prefabricated node and prefabricated beam integrated components are provided with the reserved penetration of the interspersed main reinforcement of the column and the vertical reinforcement of the wall. hole. The vertical reinforcement of prefabricated columns and prefabricated shear walls adopts the form of pre-embedded reinforcement sleeves at the lower end and protruding straight reinforcement bars at the upper end. the

(2) The reserved through-holes in the prefabricated joints and prefabricated beam integrated components used to pass through the main reinforcement of the column and the vertical reinforcement of the wall can be formed by metal pipes or metal corrugated pipes, or by plastic pipes. The metal bellows should adopt double-rib bellows, and the rib height should be above 1.5mm. The inner diameter of the hole is determined according to the diameter d of the steel bar to be worn, and it is generally suitable to be 1.2d ~ 3.0d. the

(3) The prefabricated shear wall and adjacent columns are split at the edge of the wall, and the connection between them is in the form of cast-in-place belts. U-shaped connecting bars are protruded from the prefabricated shear walls and adjacent columns for horizontal lap joints. When assembling, make them overlap each other to form a mouth-shaped closed confined space, and insert vertical steel bars at the corners from top to bottom at the four inner corners of the closed space. In addition, it is advisable to set concrete groove shear keys on the end face of the shear wall and the side of the opposite column respectively. The shear wall and adjacent columns are integrally formed by cast-in-place with partial formwork and pouring concrete on site. This connection method can realize the following working mechanism: on the one hand, the U-shaped lap can greatly reduce the lap length of the steel bar, and further enhance the anchorage of the U-shaped connecting bar through the bolt effect of the inserted bar. On the other hand, this reinforcement method can form a hidden column, which can strengthen the restraint effect on the shear wall, thereby improving the bearing capacity and ductility of the shear wall. Set the concrete groove shear key to increase the shear strength of the interface, reduce shear slippage, and strengthen the joint work of the shear wall and the surrounding frame. the

The use of U-shaped reinforcement horizontal lap joint and vertical reinforcement bolt anchor structure can reduce the width of the cast-in-place belt between the prefabricated column and the prefabricated shear wall, and improve the connection reliability. the

(4) The prefabricated column and the adjacent nodes are split at the top and bottom of the column. The vertical reinforcement in the prefabricated column adopts a sleeve at the lower end, and a straight steel bar protrudes from the upper end. The lower end of the prefabricated column adopts the steel sleeve grouting butt joint method, and a horizontal joint is left between the lower end of the column and the floor surface. After the installation is in place, high-strength mortar is poured into the sleeve and the connected horizontal joints to integrate the column of this layer with the column of the lower layer and the joint of the beam of the lower layer. The upper end of the prefabricated column adopts the node through hole grouting connection method, that is, when the upper precast node and prefabricated beam integrated component is installed, the main reinforcement protruding from the upper end of the precast column penetrates the reserved through hole in the precast node and protrudes beyond the node (that is, the floor surface). ), a horizontal joint is also set between the upper end of the column and the bottom surface of the node. After the installation is in place, high-strength mortar is poured into the reserved through-holes and connected horizontal joints in the prefabricated joints to consolidate the precast columns and prefabricated joints, and consolidate the prefabricated joints and prefabricated beams into a whole. the

(5) The prefabricated shear wall and adjacent beams are split at the top and bottom of the wall. The vertical reinforcement in the prefabricated shear wall is provided with a sleeve at the lower end, and the straight reinforcement protrudes from the upper end. The lower end of the prefabricated shear wall adopts the steel sleeve grouting butt joint method, and a horizontal joint is left between the lower end of the wall and the floor surface. After the installation is in place, pour high-strength mortar into the sleeve and the connected horizontal joints to make the wall of this layer and the clamping beam of the wall of the lower layer integrated. The top of the prefabricated shear wall adopts the prefabricated beam through-hole grouting connection method, that is, when the upper prefabricated node and prefabricated beam integrated component are installed, the vertical reinforcement protruding from the top of the prefabricated shear wall passes through the reserved through-hole in the prefabricated beam And it protrudes above the top surface of the beam (that is, the floor surface), and a horizontal joint is also set between the top of the shear wall and the bottom surface of the beam. After the installation is in place, high-strength mortar is poured into the through holes reserved in the prefabricated beams and connected horizontal joints to consolidate the prefabricated shear walls and prefabricated beams into a whole. the

(6) The above is the prefabricated disassembly and assembly system and connection structure in the plane of the frame-shear wall structure. The connection with out-of-plane components (that is, vertical components, including walls, beams, floors, etc.) can also adopt the above-mentioned forms, and can also adopt cast-in-place structures such as reserved through holes or pre-embedded steel bar connections, and other methods. the

(7) The construction method of the structure disassembly and assembly system of the utility model is as follows: starting from the floor surface of each floor, ① install the prefabricated columns. Make the column bottom sleeve and the lower column steel bar joint fit each other, and after they are in place, connect the column bottom sleeve and the horizontal joint grouting→②Install the prefabricated wall between the columns. First hoist the wall to the outside of the column plane and keep it slightly higher than the steel bar joints protruding from the lower wall, and then move the wall horizontally to the column at a height where the U-shaped ribs protruding from the column and the U-shaped ribs protruding from the wall do not interfere with each other. Then descend to make the wall bottom sleeve and the lower wall reinforcement joint fit each other. After it is in place, connect the sleeve at the bottom of the wall and the horizontal joint grouting→③Insert the vertical reinforcement at the inner corner of the U-shaped bar from top to bottom and bind it, complete the reinforcement of the cast-in-place belt, formwork on both sides of the cast-in-place belt, and pour concrete→④ Install prefabricated nodes and prefabricated beam integrated components. The prefabricated node and prefabricated beam integrated components are hoisted from top to bottom, and the prefabricated columns and the protruding straight steel bars on the top of the prefabricated wall pass through the reserved through holes in the prefabricated node and prefabricated beam integrated components. After the prefabricated node and prefabricated beam integrated components are in place, pour high-strength mortar into the through holes and horizontal joints reserved in the prefabricated node and prefabricated beam integrated components→⑤Floor construction. Cast-in-place slabs, or laminated slabs are configured with upper reinforcement and poured laminated layer concrete. the

Figure 1 shows the full prefabrication of beams. The concrete frame-shear wall structure of this method mainly includes: prefabricated beam 1, reserved through hole 11, pre-embedded vertical beam reinforcement or through hole 12, plate reinforcement 13, beam longitudinal reinforcement 14, prefabricated shear wall 2, shear force Wall vertical reinforcement 21, shear wall vertical reinforcement butt sleeve 22, wall double-sided distribution reinforcement 23, column 3, column longitudinal reinforcement 31, column longitudinal reinforcement butt sleeve 32, grouting 4, cast-in-place concrete III 5, etc., The specific structure is as follows:

The two ends of the prefabricated shear wall 2 are respectively connected to the column 3 through cast-in-place concrete III5, and the prefabricated beam 1 is installed on the prefabricated shear wall 2 and the column 3; The beam longitudinal reinforcement 14 is arranged in the length direction of the prefabricated beam 1; in the two ends of the prefabricated beam 1, there are pre-embedded vertical beam reinforcements or through holes 12 respectively along the thickness direction;

The vertical steel bars 21 of the shear wall are vertically pierced in the prefabricated shear wall 2, and the upper ends of the vertical steel bars 21 of the shear wall are correspondingly matched with the reserved through holes 11 in the prefabricated beam 1, and extend out of the prefabricated beam 1; The bottom of the prefabricated shear wall 2 is provided with a butt joint sleeve 22 for the vertical reinforcement of the shear wall, and the butt sleeve 22 for the vertical reinforcement of the shear wall is matched with the vertical reinforcement 21 of the shear wall protruding from the prefabricated beam 1;

Column longitudinal steel bar 31 is vertically pierced through column 3, and the upper end of column longitudinal steel bar 31 matches with the reserved through hole 11 in column 3, and extends out of column 3; column longitudinal steel bar docking sleeve 32 is arranged at the bottom of column 3 , the butt joint sleeve 32 of the column longitudinal reinforcement is correspondingly matched with the column longitudinal reinforcement 31 protruding from the column 3;

The prefabricated shear wall 2 and the adjacent column 3 are split at the edge of the wall, and the connection between them is in the form of cast-in-place belts. U-shaped connecting ribs are protruded from the prefabricated shear wall 2 and adjacent columns 3 for horizontal lap joints. , the prefabricated shear wall 2 is provided with wall U-shaped connecting ribs 24 , and the column 3 is provided with column U-shaped connecting ribs 33 . When assembling, make them overlap each other to form a mouth-shaped closed confined space, and insert vertical steel bars 8 at the corners from top to bottom at the four inner corners of the closed space. In addition, concrete groove shear keys should be set on the end face of the shear wall and the side of the opposite column respectively. The wall groove shear key 25 is set on the prefabricated shear wall 2, and the column groove shear key 34 is set on the column 3. The shear wall and adjacent columns are integrally formed by cast-in-place with partial formwork and pouring concrete on site. the

The gap between the reserved through hole 11 and the vertical reinforcement 21 of the shear wall and the longitudinal reinforcement 31 of the column is the grouting 4 . the

Its advantage is that the node and the beam height are unified, which is convenient for prefabrication. In order to ensure the integrity of the structure, it is advisable to adopt the method of lapping the steel bars thrown out on both sides of the prefabricated beam 1 and the slab bars 13 laid on site, and the floor slabs are all cast-in-place. the

Figure 2 shows the composite beam approach. The concrete frame-shear wall structure of this method mainly includes: prefabricated beam 1, reserved through hole 11, pre-embedded vertical beam reinforcement or through hole 12, beam longitudinal reinforcement 14, composite beam reinforcement 15, cast-in-situ concrete Ⅰ 16, prefabricated Shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt sleeve 22, wall double-sided distribution reinforcement 23, column 3, column longitudinal reinforcement 31, column longitudinal reinforcement butt sleeve 32, grouting 4 , cast-in-place concrete Ⅲ5, etc., the specific structure is as follows:

The two ends of the prefabricated shear wall 2 are respectively connected to the column 3 through cast-in-place concrete III5, and the prefabricated beam 1 is installed on the prefabricated shear wall 2 and the column 3; The beam longitudinal reinforcement 14 is arranged in the length direction of the prefabricated beam 1; in the two ends of the prefabricated beam 1, there are pre-embedded vertical beam reinforcements or through holes 12 respectively along the thickness direction, and the composite beam reinforcement 15 is inserted on the top of the prefabricated beam 1, The cast-in-place concrete Ⅰ16 is combined with the prefabricated beam 1 through the laminated beam reinforcement 15;

The vertical steel bars 21 of the shear wall are vertically pierced in the prefabricated shear wall 2, and the upper ends of the vertical steel bars 21 of the shear wall are correspondingly matched with the reserved through holes 11 in the prefabricated beam 1, and extend out of the prefabricated beam 1; The bottom of the prefabricated shear wall 2 is provided with a butt joint sleeve 22 for the vertical reinforcement of the shear wall, and the butt sleeve 22 for the vertical reinforcement of the shear wall is matched with the vertical reinforcement 21 of the shear wall protruding from the prefabricated beam 1;

Column longitudinal steel bar 31 is vertically pierced through column 3, and the upper end of column longitudinal steel bar 31 matches with the reserved through hole 11 in column 3, and extends out of column 3; column longitudinal steel bar docking sleeve 32 is arranged at the bottom of column 3 , the butt joint sleeve 32 of the column longitudinal reinforcement is correspondingly matched with the column longitudinal reinforcement 31 protruding from the column 3;

The prefabricated shear wall 2 and the adjacent column 3 are split at the edge of the wall, and the connection between them is in the form of cast-in-place belts. U-shaped connecting ribs are protruded from the prefabricated shear wall 2 and adjacent columns 3 for horizontal lap joints. , the prefabricated shear wall 2 is provided with wall U-shaped connecting ribs 24 , and the column 3 is provided with column U-shaped connecting ribs 33 . When assembling, make them overlap each other to form a mouth-shaped closed confined space, and insert vertical steel bars 8 at the corners from top to bottom at the four inner corners of the closed space. In addition, concrete groove shear keys should be set on the end face of the shear wall and the side of the opposite column respectively. The wall groove shear key 25 is set on the prefabricated shear wall 2, and the column groove shear key 34 is set on the column 3. The shear wall and adjacent columns are integrally formed by cast-in-place with partial formwork and pouring concrete on site. the

The gap between the reserved through hole 11 and the vertical reinforcement 21 of the shear wall and the longitudinal reinforcement 31 of the column is the grouting 4 . the

Its advantage is that as shown in Figure 6, the floor can adopt the cast-in-place floor 6 on the prefabricated beam 1, and can also adopt the laminated floor 7 in the form of laminated slabs on the prefabricated beam 1. Compared with all cast-in-place slabs, the use of laminated slabs can save formwork and supports while ensuring structural integrity, and improve the assembly rate. the

Figure 3 shows how the top surface of the prefabricated node is flush with the top surface of the prefabricated part of the composite beam. The concrete frame-shear wall structure of this method mainly includes: prefabricated beam 1, reserved through hole 11, pre-embedded vertical beam reinforcement or through hole 12, beam longitudinal reinforcement 14, composite beam reinforcement 15, cast-in-place concrete I 16, reinforcement Straight anchor 17, prefabricated shear wall 2, vertical reinforcement of shear wall 21, vertical reinforcement butt sleeve of shear wall 22, double-sided distribution reinforcement in wall 23, column 3, longitudinal reinforcement of column 31, butt sleeve of vertical reinforcement of column Tube 32, grouting 4, cast-in-place concrete Ⅲ5, etc., the specific structure is as follows:

The two ends of the prefabricated shear wall 2 are respectively connected to the column 3 through cast-in-place concrete III5, and the prefabricated beam 1 is installed on the prefabricated shear wall 2 and the column 3; The beam longitudinal reinforcement 14 is arranged in the length direction of the prefabricated beam 1; in the two ends of the prefabricated beam 1, there are pre-embedded vertical beam reinforcements or through holes 12 respectively along the thickness direction, and the composite beam reinforcement 15 is inserted on the top of the prefabricated beam 1, The two ends of the composite beam bar 15 are connected and fixed by the steel bar straight anchor 17, and the cast-in-place concrete I16 is combined with the prefabricated beam 1 through the composite beam bar 15 and the steel bar straight anchor 17;

The vertical steel bars 21 of the shear wall are vertically pierced in the prefabricated shear wall 2, and the upper ends of the vertical steel bars 21 of the shear wall are correspondingly matched with the reserved through holes 11 in the prefabricated beam 1, and extend out of the prefabricated beam 1; The bottom of the prefabricated shear wall 2 is provided with a butt joint sleeve 22 for the vertical reinforcement of the shear wall, and the butt sleeve 22 for the vertical reinforcement of the shear wall is matched with the vertical reinforcement 21 of the shear wall protruding from the prefabricated beam 1;

Column longitudinal steel bar 31 is vertically pierced through column 3, and the upper end of column longitudinal steel bar 31 matches with the reserved through hole 11 in column 3, and extends out of column 3; column longitudinal steel bar docking sleeve 32 is arranged at the bottom of column 3 , the butt joint sleeve 32 of the column longitudinal reinforcement is correspondingly matched with the column longitudinal reinforcement 31 protruding from the column 3;

The prefabricated shear wall 2 and the adjacent column 3 are split at the edge of the wall, and the connection between them is in the form of cast-in-place belts. U-shaped connecting ribs are protruded from the prefabricated shear wall 2 and adjacent columns 3 for horizontal lap joints. , the prefabricated shear wall 2 is provided with wall U-shaped connecting ribs 24 , and the column 3 is provided with column U-shaped connecting ribs 33 . When assembling, make them overlap each other to form a mouth-shaped closed confined space, and insert vertical steel bars 8 at the corners from top to bottom at the four inner corners of the closed space. In addition, concrete groove shear keys should be set on the end face of the shear wall and the side of the opposite column respectively. The wall groove shear key 25 is set on the prefabricated shear wall 2, and the column groove shear key 34 is set on the column 3. The shear wall and adjacent columns are integrally formed by cast-in-place with partial formwork and pouring concrete on site. the

The gap between the reserved through hole 11 and the vertical reinforcement 21 of the shear wall and the longitudinal reinforcement 31 of the column is the grouting 4 . the

Its feature is that it combines the advantages of Figure 1 and Figure 2. At the same time, the longitudinal reinforcement on the upper part of the beam is laid on site, and its end must be anchored in the cast-in-place layer by efficient straight anchoring method. the

Figure 4 shows the assembly connection method of setting beam split connection in the beam span, or adding horizontal split in the middle of the wall. The former is suitable for the case where the frame is multi-span in the frame-shear wall structure, and the latter is for the case where the wall needs to be further divided in order to reduce the weight of the wall. the

The concrete frame-shear wall structure of this method mainly includes: prefabricated beam 1, reserved through hole 11, pre-embedded vertical beam reinforcement or through hole 12, beam longitudinal reinforcement 14, beam intermediate joint 18, cast-in-situ concrete II 19, prefabricated shear Force wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt joint sleeve 22, wall double-sided distribution reinforcement 23, column 3, column longitudinal reinforcement 31, column longitudinal reinforcement butt sleeve 32, grouting 4, Cast-in-place concrete Ⅲ5, etc., the specific structure is as follows:

The two ends of the prefabricated shear wall 2 are respectively connected to the column 3 through cast-in-place concrete III5, and the prefabricated beam 1 is installed on the prefabricated shear wall 2 and the column 3; The beam longitudinal reinforcement 14 is arranged in the length direction of the prefabricated beam 1; in the two ends of the prefabricated beam 1, there are pre-embedded vertical beam bars or through holes 12 along the thickness direction respectively; Connection, 18 joints in the middle of the beam adopt cast-in-place concrete Ⅱ19;

The vertical steel bars 21 of the shear wall are vertically pierced in the prefabricated shear wall 2, and the upper ends of the vertical steel bars 21 of the shear wall are correspondingly matched with the reserved through holes 11 in the prefabricated beam 1, and extend out of the prefabricated beam 1; The bottom of the prefabricated shear wall 2 is provided with a butt joint sleeve 22 for the vertical reinforcement of the shear wall, and the butt sleeve 22 for the vertical reinforcement of the shear wall is matched with the vertical reinforcement 21 of the shear wall protruding from the prefabricated beam 1;

Column longitudinal steel bar 31 is vertically pierced through column 3, and the upper end of column longitudinal steel bar 31 matches with the reserved through hole 11 in column 3, and extends out of column 3; column longitudinal steel bar docking sleeve 32 is arranged at the bottom of column 3 , the butt joint sleeve 32 of the column longitudinal reinforcement is correspondingly matched with the column longitudinal reinforcement 31 protruding from the column 3;

The prefabricated shear wall 2 and the adjacent column 3 are split at the edge of the wall, and the connection between them is in the form of cast-in-place belts. U-shaped connecting ribs are protruded from the prefabricated shear wall 2 and adjacent columns 3 for horizontal lap joints. , the prefabricated shear wall 2 is provided with wall U-shaped connecting ribs 24 , and the column 3 is provided with column U-shaped connecting ribs 33 . When assembling, make them overlap each other to form a mouth-shaped closed confined space, and insert vertical steel bars 8 at the corners from top to bottom at the four inner corners of the closed space. In addition, concrete groove shear keys should be set on the end face of the shear wall and the side of the opposite column respectively. The wall groove shear key 25 is set on the prefabricated shear wall 2, and the column groove shear key 34 is set on the column 3. The shear wall and adjacent columns are integrally formed by cast-in-place with partial formwork and pouring concrete on site. the

The gap between the reserved through hole 11 and the vertical reinforcement 21 of the shear wall and the longitudinal reinforcement 31 of the column is the grouting 4 . the

When the split connection of the beam is set in the middle of the beam span, the connection of the longitudinal reinforcement in the middle of the beam span can adopt the steel sleeve grouting butt joint method as shown in Figure 7, or the steel bar lap joint method as shown in Figure 8 and other methods. the

As shown in Figure 7, the left side grouting section steel bar 113 on the left end 110 of the beam and the right side grouting section steel bar 115 on the beam right end 112 are connected by a cement grouting steel bar connection sleeve 114, and the cement grouting steel bar connection sleeve 114 is connected. A grouting outlet joint 111 is provided, and the steel bar 113 of the left grouting section, the steel bar 115 of the right grouting section and the connecting sleeve 114 of the cement grouting steel bar are connected through cement grouting. As shown in FIG. 8 , the left end 110 of the beam and the right end 112 of the beam are connected by a steel bar overlapping structure 116 . the

In addition, Figure 4 is only an example of the full prefabrication of beams. For the split connection of beams in the middle of the beam span, or the assembled connection of horizontal splits in the middle of the wall, the composite beam shown in Figure 2 can also be used way, and the prefabrication mode of the node part in which the top surface of the prefabricated node is flush with the top surface of the prefabricated part of the composite beam shown in Figure 3. the

Figure 5 shows the situation where both the frame and the shear wall are multi-span, and the beam is in the middle of the span, and the shear wall is provided with a split connection at the boundary between the column and the shear wall and in the middle of the shear wall. The concrete frame-shear wall structure of this method mainly includes: prefabricated beam 1, reserved through hole 11, pre-embedded vertical beam reinforcement or through hole 12, beam longitudinal reinforcement 14, beam intermediate joint 18, cast-in-situ concrete II 19, prefabricated shear Force wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt joint sleeve 22, wall double-sided distribution reinforcement 23, column 3, column longitudinal reinforcement 31, column longitudinal reinforcement butt sleeve 32, grouting 4, Cast-in-place concrete Ⅲ5, etc., the specific structure is as follows:

The two ends of the prefabricated shear wall 2 are respectively connected to the column 3 through cast-in-place concrete III5, and the prefabricated beam 1 is installed on the prefabricated shear wall 2 and the column 3; The beam longitudinal reinforcement 14 is arranged in the length direction of the prefabricated beam 1; in the two ends of the prefabricated beam 1, there are pre-embedded vertical beam bars or through holes 12 along the thickness direction respectively; Connection, 18 joints in the middle of the beam adopt cast-in-place concrete Ⅱ19;

The vertical steel bars 21 of the shear wall are vertically pierced in the prefabricated shear wall 2, and the upper ends of the vertical steel bars 21 of the shear wall are correspondingly matched with the reserved through holes 11 in the prefabricated beam 1, and extend out of the prefabricated beam 1; The bottom of the prefabricated shear wall 2 is provided with a butt joint sleeve 22 for the vertical reinforcement of the shear wall, and the butt sleeve 22 for the vertical reinforcement of the shear wall is matched with the vertical reinforcement 21 of the shear wall protruding from the prefabricated beam 1;

Column longitudinal steel bar 31 is vertically pierced through column 3, and the upper end of column longitudinal steel bar 31 matches with the reserved through hole 11 in column 3, and extends out of column 3; column longitudinal steel bar docking sleeve 32 is arranged at the bottom of column 3 , the butt joint sleeve 32 of the column longitudinal reinforcement is correspondingly matched with the column longitudinal reinforcement 31 protruding from the column 3;

The prefabricated shear wall 2 and the adjacent column 3 are split at the edge of the wall, and the connection between them is in the form of cast-in-place belts. U-shaped connecting ribs are protruded from the prefabricated shear wall 2 and adjacent columns 3 for horizontal lap joints. , the prefabricated shear wall 2 is provided with wall U-shaped connecting ribs 24 , and the column 3 is provided with column U-shaped connecting ribs 33 . When assembling, make it overlap with each other to form a mouth-shaped closed restraint space, and insert the corner vertical reinforcement 8 from top to bottom at the four inner corners of this closed space. In addition, concrete groove shear keys should be set on the end face of the shear wall and the side of the opposite column respectively. The wall groove shear key 25 is set on the prefabricated shear wall 2, and the column groove shear key 34 is set on the column 3. The shear wall and adjacent columns are integrally formed by cast-in-place with partial formwork and pouring concrete on site. the

The gap between the reserved through hole 11 and the vertical reinforcement 21 of the shear wall and the longitudinal reinforcement 31 of the column is the grouting 4 . the

The disassembly, assembly and connection methods of the multi-span frame-shear wall structure are basically the same as those of the single-span structure. In addition, as in Figure 4, Figure 5 is only an example of beam prefabrication. For the beam split connection in the middle of the beam span, or the assembly connection method of adding horizontal split in the middle of the wall, the same can be used in Figure 2. The composite beam method shown in Figure 3, and the node part prefabrication method in which the top surface of the prefabricated node is flush with the top surface of the prefabricated part of the composite beam shown in Figure 3. the

Concealed columns can be formed as required in the U-shaped reinforcement connection between the shear wall and adjacent columns. The formation method of the concealed column is to increase the number and diameter of the vertically inserted bars, and at the same time, a single rectangular stirrup with the same shape as the U-shaped closed rib can be arranged between the U-shaped bars to realize the stirrup density. the

The split location between a shear wall and an adjacent column is not limited to the column-shear wall junction. When the size or weight of the wall is limited by transportation or hoisting, or in order to obtain a better connection effect, the split position can be moved to the side of the shear wall, and a part of the wall and the column can be prefabricated in one piece. the

The horizontal steel bar connection method between the shear wall and the adjacent column is not limited to the U-shaped bar connection method, and other lap joint methods or mechanical connection methods can also be used. the

The results show that when the utility model is composed of prefabricated columns, prefabricated walls, prefabricated nodes and prefabricated beams to form a concrete frame-shear wall structure, the splitting and connecting of columns, splitting and connecting of beams, splitting and connecting of nodes, The split and connection of shear wall and adjacent column, the split and connection of shear wall and adjacent beam, and the connection of reinforcement between upper and lower shear walls. By adopting a reasonable and effective disassembly and assembly system and component connection methods, we can minimize wet operations such as pouring concrete on site, improve the degree of assembly, achieve energy saving and emission reduction, improve labor productivity, improve building quality, and shorten construction periods. the

Claims (8)

1. A prefabricated concrete frame-shear wall assembly connection structure is characterized in that: it consists of prefabricated or partially prefabricated columns, prefabricated or partially prefabricated shear walls, prefabricated or partially prefabricated beam-column joint core areas and prefabricated or partially prefabricated beams It constitutes a structural disassembly and assembly system, in which: prefabricated or partially prefabricated columns, hereinafter referred to as prefabricated columns; prefabricated or partially prefabricated shear walls, hereinafter referred to as prefabricated walls; Part of the prefabricated beams, hereinafter referred to as prefabricated beams; the joint core area and beams adopt an integrated prefabrication method, hereinafter referred to as prefabricated nodes and prefabricated beams integrated components, and the interspersed column main reinforcement and shear wall vertical Reserved through holes for steel bars; The lower end of the prefabricated column is pre-embedded with a steel bar sleeve, which fits with the protruding section of the steel bar extending from the lower column, and is connected with the lower column as a whole by injecting mortar into the sleeve and the connected horizontal joint; The lower end of the prefabricated shear wall pre-embeds the steel bar sleeve, which is fitted with the protruding section of the steel bar extending from the lower wall, and is connected with the lower prefabricated shear wall as a whole by pouring mortar into the sleeve and the connected horizontal joint; A cast-in-place belt is set between the prefabricated column and the prefabricated shear wall, and the pre-embedded steel bars on the side of the column and the pre-embedded steel bars on the end of the prefabricated shear wall are horizontally connected in the cast-in-place belt, and the column and the prefabricated shear wall are connected by pouring concrete on site. connected as a whole; The upper end of the prefabricated column is a protruding straight steel bar, which runs through the prefabricated node. The node area set in the precast beam integrated component reserves a through hole and protrudes above the floor surface. The reserved through hole and the horizontal joint between the upper end of the column and the node are poured with mortar. , so that the column and the joint are consolidated into a whole; The upper end of the prefabricated shear wall is a protruding straight steel bar, which runs through the prefabricated node. The beam area set in the prefabricated beam integrated component reserves a through hole and protrudes above the floor surface. The reserved through hole and the top of the prefabricated shear wall Mortar is poured into the horizontal joints between them to consolidate the prefabricated shear walls and prefabricated beams into a whole. the 2. According to the assembled concrete frame-shear wall assembly connection structure according to claim 1, it is characterized in that a horizontal split is set in the middle of the prefabricated beam span and the longitudinal reinforcement of the prefabricated beam is horizontally connected at this place, by The concrete poured on site makes the prefabricated beams connected left and right as a whole. the 3. According to the assembled concrete frame-shear wall assembly connection structure according to claim 1, it is characterized in that, the split connection between the prefabricated shear wall and the adjacent column is set in the horizontal direction of the prefabricated shear wall Add the split connection of the prefabricated shear wall itself. the 4. According to the assembled concrete frame-shear wall assembly connection structure according to claim 1, it is characterized in that, U-shaped ribs are horizontally lapped and vertical ribs are bolted and anchored between the columns and the prefabricated shear walls The connection structure, the column and the prefabricated shear wall are connected as a whole by pouring concrete on site. the 5. The assembled concrete frame-shear wall assembly connection structure according to claim 4 is characterized in that, the prefabricated shear wall and adjacent columns are split at the edge of the wall, and the connection between them adopts In the cast-in-place belt method, U-shaped connecting ribs are protruded from the prefabricated shear walls and adjacent columns for horizontal lap joints. When assembling, they overlap each other to form a mouth-shaped closed confined space. Insert the vertical reinforcement at the corner; set concrete groove shear keys on the end face of the prefabricated shear wall and the side of the opposite column respectively, set the wall groove shear key on the prefabricated shear wall, and set the column groove shear key on the column; The prefabricated shear wall and adjacent columns are integrally formed by cast-in-place with partial formwork and poured concrete on site. the 6. According to the assembled concrete frame-shear wall assembly connection structure according to claim 1, it is characterized in that, in the prefabricated node and prefabricated beam integrated component, the reserved through-hole for interspersing the main reinforcement of the column and the vertical reinforcement of the wall, It is formed by metal tube or metal corrugated tube, or by plastic product tube. the 7. According to the assembled concrete frame-shear wall assembly connection structure according to claim 6, it is characterized in that the metal bellows adopts double-rib bellows, and the rib height is above 1.5mm; the inner diameter of the hole is the diameter of the steel bar to be worn 1.2 to 3.0 times of that. the 8. A structure built with a prefabricated concrete frame-shear wall assembly connection structure, characterized in that it is constructed using the prefabricated concrete frame-shear wall assembly connection structure described in any one of claims 1 to 7 frame-shear wall structures. the

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