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

Assembled spliced connecting structure of concrete frame-shear wall and structure constructed Download PDF

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CN202831296U
CN202831296U CN 201220391741 CN201220391741U CN202831296U CN 202831296 U CN202831296 U CN 202831296U CN 201220391741 CN201220391741 CN 201220391741 CN 201220391741 U CN201220391741 U CN 201220391741U CN 202831296 U CN202831296 U CN 202831296U
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prefabricated
shear wall
column
shear
wall
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赵唯坚
孙长征
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Shenyang Jianzhu University
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Shenyang Jianzhu University
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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

装配式混凝土框架-剪力墙拼装连接结构及建造的结构物Prefabricated concrete frame-shear wall assembly connection structure and constructed structures

【技术领域】 【Technical field】

本实用新型涉及装配式混凝土结构领域,具体为一种由预制柱、预制墙体、预制节点和预制梁构成的预制装配式或装配整体式(以下简称装配式)混凝土框架-剪力墙结构的拆分拼装体系,构件连接构造,由这种拼装体系和连接构造建造的结构物,以及拼装连接方法。  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

【背景技术】 【Background technique】

装配式混凝土结构的现有技术仅限于纯框架结构和纯剪力墙结构,由预制柱、预制墙体、预制节点和预制梁构成的装配式混凝土框架-剪力墙结构尚未见著文。与纯框架结构或纯剪力墙结构相比,由于混凝土框架-剪力墙结构是线材和面材的组合,特别是剪力墙被梁和柱隔断,造成受力钢筋装配式接续难度大,目前尚无行之有效的解决方法。到目前为止,混凝土框架-剪力墙结构主要是靠全现浇工法来建造。装配式框架结构的常规做法是梁和柱预制,节点现浇,其主要问题是各个方向梁和柱的钢筋穿插交汇连接锚固于节点核心区,造成配筋施工困难,难以保证节点施工质量。装配式剪力墙结构的现行做法是,上下墙竖向钢筋采用预留孔钢筋浆锚搭接,左右墙水平钢筋采用现浇带搭接,其主要问题是竖向钢筋一般为双面筋,其根数过多,搭接长度较长,不便于施工。  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

【实用新型内容】 【Content of utility model】

本实用新型的目的在于提供一种混凝土框架-剪力墙结构的装配式拼装连接结构及其建造的结构物,通过采用合理有效的拆分拼装体系和构件连接方式,最大限度地减少现场浇注混凝土等湿作业,提高装配化程度,实现节能减排,提高劳动生产率,提高建筑质量,缩短工期。  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

本实用新型的技术方案: Technical scheme of the utility model:

一种装配式混凝土框架-剪力墙拼装连接结构,由预制或部分预制柱、预制或 部分预制剪力墙、预制或部分预制梁柱节点核心区和预制或部分预制梁构成结构拆分拼装体系,其中:预制或部分预制柱,以下简称预制柱;预制或部分预制剪力墙,以下简称预制墙;预制或部分预制梁柱节点核心区,以下简称预制节点;预制或部分预制梁,以下简称预制梁;节点核心区和梁采用一体化预制方式,以下简称预制节点·预制梁一体化构件,预制节点·预制梁一体化构件内设置穿插柱主筋和剪力墙竖向钢筋的预留贯通孔;  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 ;

预制柱的下端预埋钢筋套筒,与下层柱伸上来的钢筋突出段相互嵌合,通过向套筒及相连水平缝内注砂浆,与下层柱连接为整体;  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;

预制剪力墙的下端预埋钢筋套筒,与下层墙伸上来的钢筋突出段相互嵌合,通过向套筒及相连水平缝内灌注砂浆,与下层预制剪力墙连接为整体;  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;

预制柱与预制剪力墙之间设置现浇带,并在现浇带内对柱侧预埋钢筋和预制剪力墙端面预埋钢筋进行水平连接,通过现场浇注混凝土使柱与预制剪力墙连接为整体;  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;

预制柱的上端为突出直钢筋,贯穿预制节点·预制梁一体化构件内设置的节点区预留贯通孔并突出于楼板面之上,预留贯通孔及柱上端与节点之间的水平缝内灌注砂浆,使柱与节点固结为整体;  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;

预制剪力墙的上端为突出直钢筋,贯穿预制节点·预制梁一体化构件内设置的梁区预留贯通孔并突出于楼板面之上,预留贯通孔及预制剪力墙上端与预制梁之间的水平缝内灌注砂浆,使预制剪力墙与预制梁固结为整体。  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

所述的装配式混凝土框架-剪力墙拼装连接结构,在所述预制梁跨中设置横向拆分并在该处对预制梁纵向钢筋进行水平连接,通过现场浇注混凝土使预制梁左右连接为整体。  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

所述的装配式混凝土框架-剪力墙拼装连接结构,在所述预制剪力墙水平方向设置预制剪力墙和相邻柱之间的拆分连接和增设预制剪力墙自身的拆分连接。  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

所述的装配式混凝土框架-剪力墙拼装连接结构,所述柱和所述预制剪力墙之间采用U型筋水平搭接与竖向筋栓锚的连接构造,通过现场浇注混凝土使柱与预制剪力墙连接为整体。  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

所述的装配式混凝土框架-剪力墙拼装连接结构,所述预制剪力墙和相邻柱之 间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙和相邻柱各自突出设置U型连接筋进行水平搭接,拼装时使其相互搭接形成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋;在预制剪力墙端面和相对柱侧面分别设置混凝土凹槽剪力键,预制剪力墙上设置墙凹槽剪力键,柱上设置柱凹槽剪力键;通过现浇带部分支模并现场浇筑混凝土,使预制剪力墙与相邻柱形成整体。  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

所述的装配式混凝土框架-剪力墙拼装连接结构,预制节点·预制梁一体化构件内用于穿插柱主筋和墙竖向钢筋的预留贯通孔,采用金属管或金属波纹管成型,或者采用塑料制品管成型。  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

所述的装配式混凝土框架-剪力墙拼装连接结构,金属波纹管采用双肋波纹管,其肋高在1.5mm以上;成孔内径为所穿钢筋直径的1.2~3.0倍。  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

本实用新型中,可以使用上述任何一项所述的装配式混凝土框架-剪力墙的拼装连接结构建造的框架-剪力墙结构物。  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

上述装配式混凝土框架-剪力墙结构的拼装连接方法,包括如下步骤:  The assembly and connection method of the above-mentioned prefabricated concrete frame-shear wall structure comprises the following steps:

第一步,将左右预制柱的下端预埋钢筋套筒与下层柱伸上来的钢筋突出段相互嵌合,定位后向套筒及相连水平缝内注砂浆;  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;

第二步,将预制剪力墙的下端预埋钢筋套筒与下层墙伸上来的钢筋突出段相互嵌合,定位后向套筒及相连水平缝内灌注砂浆;  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;

第三步,将柱侧预埋钢筋突出段和预制剪力墙端面预埋钢筋突出段进行水平连接,同时配置竖向钢筋,然后对在现浇带部分支模并浇注混凝土;  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.

第四步,安装预制节点·预制梁一体化构件,预制柱和预制剪力墙上端的突出直钢筋贯穿预制节点·预制梁一体化构件内设置的预留贯通孔并突出于楼板面之上,定位后,向节点区预留贯通孔及柱上端与节点之间的水平缝内灌注砂浆,向梁区预留贯通孔及预制剪力墙上端与预制梁之间的水平缝内灌注砂浆;  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;

第五步,楼板施工,即现浇楼板,或安装叠合楼板,配置上部钢筋并浇筑叠合层混凝土,完成本层施工;  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;

进行上一层施工,重复以上五个步骤。  Carry out the construction of the previous layer and repeat the above five steps. the

所述的装配式混凝土框架-剪力墙的拼装连接方法,当预制梁跨中设置横向拆 分并需对左右预制梁段纵向钢筋进行水平连接时,在所述第四步预制节点·预制梁一体化构件安装定位后,先进行预制梁左右纵向钢筋水平连接,然后向节点区预留贯通孔及柱上端与节点之间的水平缝内灌注砂浆,向梁区预留贯通孔及预制剪力墙上端与预制梁之间的水平缝内灌注砂浆,最后对预制梁连接部支模并浇筑混凝土。  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

本实用新型的效果: Effect of the present utility model:

本实用新型由预制柱,预制剪力墙,预制节点·预制梁一体化构件构成结构拆分拼装体系。构件连接方法是:预制柱和预制剪力墙相邻面互设突出U型水平连接筋,预制节点·预制梁一体化构件内设置穿插柱主筋和墙竖向钢筋的预留贯通孔。预制柱和预制剪力墙的下端预埋钢筋套筒,与下层柱和下层墙伸上来的钢筋突出段相互嵌合。通过向套筒及相连水平缝内灌注高强度砂浆,与下层柱和下层墙成为一体。预制柱和预制剪力墙的上端为突出直钢筋,在安装预制节点·预制梁一体化构件时,使其贯穿预制节点·预制梁一体化构件内预留的贯通孔并突出于梁面(即楼板面)以上,通过向预制节点·预制梁一体化构件内预留贯通孔及相连水平缝灌注高强度砂浆,使预制柱与预制节点,预制剪力墙与预制梁固结为整体。预制柱和预制剪力墙之间设置现浇带并采用U型筋水平搭接与竖向筋栓锚结构。  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

本实用新型提出的拆分拼装结构和构件连接方法具有以下特点:  The disassembly and assembly structure and component connection method proposed by the utility model have the following characteristics:

①各构件拆分位置合理,便于构件制作和运输;②构件一般对称,重量合理,便于吊装安装;③所有构件均为由上向下安装,便于吊装安装;④竖向钢筋接头采用单一的钢筋套筒灌浆对接,接头可靠;⑤钢筋套筒灌浆对接均位于楼板面稍高位置,便于灌浆操作,连接效率高。⑥剪力墙竖向钢筋在按最低构造要求配置双面分布筋的同时,将计算需要的竖向钢筋面积集中为一排大间距粗直径钢筋配置在墻中线上。这样即满足规范构造要求,钢筋接头又少。虽然钢筋用量稍增,但套筒少,经济(套筒贵),还便于施工;⑦柱墙间现浇带宽度小,现场湿作业少,装配率高。  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

【附图说明】 【Description of drawings】

图1A-图1E:本实用新型第一种装配式混凝土框架-剪力墙结构拆分拼装连接构造图。其中,图1A为拆分的立面主视图;图1B为拼装的立面主视图;图1C为图1A中Ⅰ-Ⅰ剖面图;图1D为图1A中Ⅱ-Ⅱ剖面图;图1E为图1A中梁 截面图。  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

图2A-图2E:本实用新型第二种装配式混凝土框架-剪力墙结构拆分拼装连接构造图。其中,图2A为拆分的立面主视图;图2B为拼装的立面主视图;图2C为图2A中Ⅰ-Ⅰ剖面图;图2D为图2A中Ⅱ-Ⅱ剖面图;图2E为图2A中叠合梁截面图。  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

图3A-图3E:本实用新型第三种装配式混凝土框架-剪力墙结构拆分拼装连接构造图。其中,图3A为拆分的立面主视图;图3B为拼装的立面主视图;图3C为图3A中Ⅰ-Ⅰ剖面图;图3D为图3A中Ⅱ-Ⅱ剖面图;图3E为图3A中叠合梁截面图。  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

图4A-图4D:本实用新型第四种装配式混凝土框架-剪力墙结构拆分拼装连接构造图。其中,图4A为拆分的立面主视图;图4B为拼装的立面主视图;图4C为图4A中Ⅰ-Ⅰ剖面图;图4D为图4A中Ⅱ-Ⅱ剖面图。  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

图5A-图5D:本实用新型第五种装配式混凝土框架-剪力墙结构拆分拼装连接构造图。其中,图5A为拆分的立面主视图;图5B为拼装的立面主视图;图5C为图5A中Ⅰ-Ⅰ剖面图;图5D为图5A中Ⅱ-Ⅱ剖面图。  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

图6A-图6B:叠合梁及叠合楼板剖面图。其中,图6A为现浇楼板;图6B叠合楼板。  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

图7:梁跨中钢筋套筒灌浆对接局部现浇示意图。  Figure 7: Schematic diagram of partial cast-in-place butt joint of reinforcement sleeve grouting in beam span. the

图8:梁跨中钢筋搭接局部现浇示意图。  Figure 8: Schematic diagram of local cast-in-place of steel bar lap joints in the beam span. the

图中:1预制梁;11预留贯通孔;12预埋垂直梁筋或贯通孔;13板筋;14梁纵向钢筋;15叠合梁筋;16现浇混凝土Ⅰ;17钢筋直锚;18梁中间接点;19现浇混凝土Ⅱ;110梁左端;111灌浆出浆口接头;112梁右端;113左侧灌浆段钢筋;114水泥灌浆钢筋连接套筒;115右侧灌浆段钢筋;116钢筋搭接结构;2预制剪力墙;21剪力墙竖向钢筋;22剪力墙竖向钢筋对接套筒;23墙内双面分布筋;24墙U型连接筋;25墙凹槽剪力键;3柱;31柱纵向钢筋;32柱纵向钢筋对接套筒;33柱U型连接筋;34柱凹槽剪力键;4灌浆;5现浇混凝土Ⅲ;6现浇楼板;7叠合楼板;8角部竖向钢筋。  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

【具体实施方式】 【Detailed ways】

本实用新型装配式混凝土框架-剪力墙的拼装连接结构及拼装连接方法,具体如下:  The assembly connection structure and assembly connection method of the assembled concrete frame-shear wall of the present utility model are as follows:

(一)采用由预制或部分预制柱(以下简称预制柱)、预制或部分预制剪力墙(以下简称预制墙)、预制或部分预制梁柱节点核心区(以下简称预制节点)和预制或部分预制梁(以下简称预制梁)构成结构的拆分拼装体系。其中节点核心区和梁采用一体化预制方式(以下简称预制节点·预制梁一体化构件)。为了实现框架-剪力墙结构中上下层柱和上下层剪力墙之间竖向钢筋的相互连接,预制节点·预制梁一体化构件内设有穿插柱主筋和墙竖向钢筋的预留贯通孔。预制柱和预制剪力墙的竖向钢筋均采用下端预埋钢筋套筒,上端突出直钢筋形式。  (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

(二)预制节点·预制梁一体化构件内用于穿插柱主筋和墙竖向钢筋的预留贯通孔可采用金属管或金属波纹管成型,亦可采用塑料制品管成型。金属波纹管宜采用双肋波纹管,其肋高宜在1.5mm以上。成孔内径根据所穿钢筋直径d而定,一般宜取为1.2d~3.0d。  (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

(三)预制剪力墙和相邻柱之间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙和相邻柱各自突出设置U型连接筋进行水平搭接。拼装时使其相互搭接形成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋。此外,在剪力墙端面和相对柱侧面宜分别设置混凝土凹槽剪力键。通过现浇带部分支模并现场浇筑混凝土,使剪力墙与相邻柱形成整体。这种连接方式可以实现以下工作机理:一方面U型搭接能够大幅度减小钢筋的搭接长度,又通过插筋的肖栓作用进一步增强U型连接筋的锚固。另一方面这种配筋方式能够形成暗柱,加强对剪力墙的约束效果,从而提高剪力墙的承载力和延性。设置混凝土凹槽剪力键,以增加界面抗剪强度,减少剪切滑移,加强剪力墙与周边框架的共同工作。  (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

采用U型筋水平搭接与竖向筋栓锚结构可以减小预制柱和预制剪力墙之间现浇带的宽度,提高连接可靠性。  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

(四)预制柱和相邻节点之间在柱顶面和底面位置拆分,预制柱内的竖向钢筋采用下端设置套筒,上端突出直钢筋。预制柱下端采用钢筋套筒灌浆对接方式,柱下端与楼板面之间留有水平缝。安装就位后,向套筒及相连水平缝内灌注高强度砂浆使本层柱与下层柱和下层梁夹节点成为一体。预制柱上端采用节点贯通孔 穿筋注浆连接方式,即在安装上部预制节点·预制梁一体化构件时使预制柱上端突出主筋贯穿预制节点内预留的贯通孔并突出于节点(即楼板面)以上,柱上端与节点底面之间亦设置水平缝。安装就位后,向预制节点内预留的贯通孔及相连水平缝内灌注高强度砂浆使预制柱与预制节点,并通过预制节点与预制梁固结为整体。  (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

(五)预制剪力墙与相邻梁之间在墙顶面和底面位置拆分,预制剪力墙内的竖向钢筋采用下端设置套筒,上端突出直钢筋。预制剪力墙下端采用钢筋套筒灌浆对接方式,墙下端与楼板面之间留有水平缝。安装就位后,向套筒及相连水平缝内灌注高强度砂浆使本层墙体与下层墙体夹梁成为一体。预制剪力墙上端采用预制梁贯通孔穿筋注浆连接方式,即在安装上部预制节点·预制梁一体化构件时使预制剪力墙上端突出的竖向钢筋贯穿预制梁内预留的贯通孔并突出于梁顶面(即楼板面)以上,剪力墙上端与梁底面之间亦设置水平缝。安装就位后,向预制梁内预留的贯通孔及相连水平缝内灌注高强度砂浆使预制剪力墙与预制梁固结为整体。  (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

(六)以上为框架-剪力墙结构平面内的装配式拆分拼装体系以及连接构造。与平面外构件(即垂直方向构件,包括墙,梁,楼板等)的连接同样可以采用上述形式,亦可采用预留贯通孔或预埋钢筋连接等现浇结构以及其他方式。  (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

(七)本实用新型结构拆分拼装体系的施工方法为:从每层的楼板面开始,①安装预制柱。使柱底部套筒与下层柱钢筋接头相互嵌合,就位后,柱底部套筒及水平缝灌浆连接→②安装柱间预制墙。先吊装墙体至柱平面外侧并保持稍高于下层墙伸出的钢筋接头,在确认柱伸出U型筋和墙伸出U型筋互不干涉的高度将墙体水平移动至柱间,然后下降使墙底部套筒与下层墙钢筋接头相互嵌合。就位后,墙底部套筒及水平缝灌浆连接→③由上向下插入U型筋内角处竖向钢筋并绑扎,完成现浇带配筋,现浇带两侧支模,浇筑混凝土→④安装预制节点·预制梁一体化构件。由上向下吊装预制节点·预制梁一体化构件,并使预制柱和预制墙上端突出直钢筋贯穿预制节点·预制梁一体化构件内预留的贯通孔。预制节点·预制梁一体化构件就位后,向预制节点·预制梁一体化构件内预留贯通孔及水平缝灌注高强度砂浆→⑤楼板施工。现浇楼板,或叠合楼板配置上部钢筋并浇筑叠合层混凝土。  (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

图1为梁全预制方式。该方式的混凝土框架-剪力墙结构主要包括:预制梁1、预留贯通孔11、预埋垂直梁筋或贯通孔12、板筋13、梁纵向钢筋14、预制剪力墙2、剪力墙竖向钢筋21、剪力墙竖向钢筋对接套筒22、墙内双面分布筋23、柱3、柱纵向钢筋31、柱纵向钢筋对接套筒32、灌浆4、现浇混凝土Ⅲ5等,具体结构如下:  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:

预制剪力墙2两端分别通过现浇混凝土Ⅲ5与柱3连接,在预制剪力墙2和柱3上安装预制梁1;在预制梁1中的竖向开有预留贯通孔11,在预制梁1中的长度方向设置梁纵向钢筋14;在预制梁1两端部分中,分别沿厚度方向开有预埋垂直梁筋或贯通孔12;  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;

预制剪力墙2中竖向穿设剪力墙竖向钢筋21,剪力墙竖向钢筋21的上端与预制梁1中的预留贯通孔11相对应匹配,并伸出预制梁1外;预制剪力墙2底部设置剪力墙竖向钢筋对接套筒22,剪力墙竖向钢筋对接套筒22与伸出预制梁1外的剪力墙竖向钢筋21相对应匹配;  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;

柱3中竖向穿设柱纵向钢筋31,柱纵向钢筋31的上端与柱3中的预留贯通孔11相对应匹配,并伸出柱3外;柱3底部设置柱纵向钢筋对接套筒32,柱纵向钢筋对接套筒32与伸出柱3外的柱纵向钢筋31相对应匹配;  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;

预制剪力墙2和相邻柱3之间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙2和相邻柱3各自突出设置U型连接筋进行水平搭接,预制剪力墙2上设置墙U型连接筋24,柱3上设置柱U型连接筋33。拼装时使其相互搭接形成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋8。此外,在剪力墙端面和相对柱侧面宜分别设置混凝土凹槽剪力键,预制剪力墙2上设置墙凹槽剪力键25,柱3上设置柱凹槽剪力键34。通过现浇带部分支模并现场浇筑混凝土,使剪力墙与相邻柱形成整体。  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

所述预留贯通孔11与剪力墙竖向钢筋21和柱纵向钢筋31之间的间隙为灌浆4。  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

其优点是节点与梁高统一,便于预制。为保证结构整体性,宜采用预制梁1两侧甩出钢筋与现场铺设板筋13搭接方式,楼板全现浇。  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

图2为叠合梁方式。该方式的混凝土框架-剪力墙结构主要包括:预制梁1、预留贯通孔11、预埋垂直梁筋或贯通孔12、梁纵向钢筋14、叠合梁筋15、现浇 混凝土Ⅰ16、预制剪力墙2、剪力墙竖向钢筋21、剪力墙竖向钢筋对接套筒22、墙内双面分布筋23、柱3、柱纵向钢筋31、柱纵向钢筋对接套筒32、灌浆4、现浇混凝土Ⅲ5等,具体结构如下:  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:

预制剪力墙2两端分别通过现浇混凝土Ⅲ5与柱3连接,在预制剪力墙2和柱3上安装预制梁1;在预制梁1中的竖向开有预留贯通孔11,在预制梁1中的长度方向设置梁纵向钢筋14;在预制梁1两端部分中,分别沿厚度方向开有预埋垂直梁筋或贯通孔12,预制梁1顶部插设叠合梁筋15,现浇混凝土Ⅰ16通过叠合梁筋15与预制梁1结合;  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;

预制剪力墙2中竖向穿设剪力墙竖向钢筋21,剪力墙竖向钢筋21的上端与预制梁1中的预留贯通孔11相对应匹配,并伸出预制梁1外;预制剪力墙2底部设置剪力墙竖向钢筋对接套筒22,剪力墙竖向钢筋对接套筒22与伸出预制梁1外的剪力墙竖向钢筋21相对应匹配;  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;

柱3中竖向穿设柱纵向钢筋31,柱纵向钢筋31的上端与柱3中的预留贯通孔11相对应匹配,并伸出柱3外;柱3底部设置柱纵向钢筋对接套筒32,柱纵向钢筋对接套筒32与伸出柱3外的柱纵向钢筋31相对应匹配;  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;

预制剪力墙2和相邻柱3之间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙2和相邻柱3各自突出设置U型连接筋进行水平搭接,预制剪力墙2上设置墙U型连接筋24,柱3上设置柱U型连接筋33。拼装时使其相互搭接形成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋8。此外,在剪力墙端面和相对柱侧面宜分别设置混凝土凹槽剪力键,预制剪力墙2上设置墙凹槽剪力键25,柱3上设置柱凹槽剪力键34。通过现浇带部分支模并现场浇筑混凝土,使剪力墙与相邻柱形成整体。  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

所述预留贯通孔11与剪力墙竖向钢筋21和柱纵向钢筋31之间的间隙为灌浆4。  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

其优点是如图6所示,楼板即可采用在预制梁1上全现浇方式的现浇楼板6,又可采用在预制梁1上叠合板形式的叠合楼板7。与楼板全现浇相比,采用叠合楼板可以在保证结构整体性的同时,节省模板和支撑,提高装配率。  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

图3为预制节点顶面与叠合梁预制部分顶面平齐方式。该方式的混凝土框架-剪力墙结构主要包括:预制梁1、预留贯通孔11、预埋垂直梁筋或贯通孔12、梁 纵向钢筋14、叠合梁筋15、现浇混凝土Ⅰ16、钢筋直锚17、预制剪力墙2、剪力墙竖向钢筋21、剪力墙竖向钢筋对接套筒22、墙内双面分布筋23、柱3、柱纵向钢筋31、柱纵向钢筋对接套筒32、灌浆4、现浇混凝土Ⅲ5等,具体结构如下:  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:

预制剪力墙2两端分别通过现浇混凝土Ⅲ5与柱3连接,在预制剪力墙2和柱3上安装预制梁1;在预制梁1中的竖向开有预留贯通孔11,在预制梁1中的长度方向设置梁纵向钢筋14;在预制梁1两端部分中,分别沿厚度方向开有预埋垂直梁筋或贯通孔12,预制梁1顶部插设叠合梁筋15,叠合梁筋15两端通过钢筋直锚17连接固定,现浇混凝土Ⅰ16通过叠合梁筋15、钢筋直锚17与预制梁1结合;  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;

预制剪力墙2中竖向穿设剪力墙竖向钢筋21,剪力墙竖向钢筋21的上端与预制梁1中的预留贯通孔11相对应匹配,并伸出预制梁1外;预制剪力墙2底部设置剪力墙竖向钢筋对接套筒22,剪力墙竖向钢筋对接套筒22与伸出预制梁1外的剪力墙竖向钢筋21相对应匹配;  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;

柱3中竖向穿设柱纵向钢筋31,柱纵向钢筋31的上端与柱3中的预留贯通孔11相对应匹配,并伸出柱3外;柱3底部设置柱纵向钢筋对接套筒32,柱纵向钢筋对接套筒32与伸出柱3外的柱纵向钢筋31相对应匹配;  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;

预制剪力墙2和相邻柱3之间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙2和相邻柱3各自突出设置U型连接筋进行水平搭接,预制剪力墙2上设置墙U型连接筋24,柱3上设置柱U型连接筋33。拼装时使其相互搭接形成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋8。此外,在剪力墙端面和相对柱侧面宜分别设置混凝土凹槽剪力键,预制剪力墙2上设置墙凹槽剪力键25,柱3上设置柱凹槽剪力键34。通过现浇带部分支模并现场浇筑混凝土,使剪力墙与相邻柱形成整体。  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

所述预留贯通孔11与剪力墙竖向钢筋21和柱纵向钢筋31之间的间隙为灌浆4。  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

其特点是综合了图1和图2的优点,同时梁上部纵向钢筋为现场布设,其端部须采用高效的直锚工法锚固于现浇层中。  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

图4为在梁跨中设置梁拆分连接,或在墙中间增加横向拆分的拼装连接方式。前者适用于框架-剪力墙结构中框架是多跨的情况,后者是为减少墙体吊装重量而 需进一步分割墙体的情况。  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

该方式的混凝土框架-剪力墙结构主要包括:预制梁1、预留贯通孔11、预埋垂直梁筋或贯通孔12、梁纵向钢筋14、梁中间接点18、现浇混凝土Ⅱ19、预制剪力墙2、剪力墙竖向钢筋21、剪力墙竖向钢筋对接套筒22、墙内双面分布筋23、柱3、柱纵向钢筋31、柱纵向钢筋对接套筒32、灌浆4、现浇混凝土Ⅲ5等,具体结构如下:  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:

预制剪力墙2两端分别通过现浇混凝土Ⅲ5与柱3连接,在预制剪力墙2和柱3上安装预制梁1;在预制梁1中的竖向开有预留贯通孔11,在预制梁1中的长度方向设置梁纵向钢筋14;在预制梁1两端部分中,分别沿厚度方向开有预埋垂直梁筋或贯通孔12;相邻预制梁1之间通过梁中间接点18连接,梁中间接点18处采用现浇混凝土Ⅱ19;  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;

预制剪力墙2中竖向穿设剪力墙竖向钢筋21,剪力墙竖向钢筋21的上端与预制梁1中的预留贯通孔11相对应匹配,并伸出预制梁1外;预制剪力墙2底部设置剪力墙竖向钢筋对接套筒22,剪力墙竖向钢筋对接套筒22与伸出预制梁1外的剪力墙竖向钢筋21相对应匹配;  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;

柱3中竖向穿设柱纵向钢筋31,柱纵向钢筋31的上端与柱3中的预留贯通孔11相对应匹配,并伸出柱3外;柱3底部设置柱纵向钢筋对接套筒32,柱纵向钢筋对接套筒32与伸出柱3外的柱纵向钢筋31相对应匹配;  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;

预制剪力墙2和相邻柱3之间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙2和相邻柱3各自突出设置U型连接筋进行水平搭接,预制剪力墙2上设置墙U型连接筋24,柱3上设置柱U型连接筋33。拼装时使其相互搭接形成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋8。此外,在剪力墙端面和相对柱侧面宜分别设置混凝土凹槽剪力键,预制剪力墙2上设置墙凹槽剪力键25,柱3上设置柱凹槽剪力键34。通过现浇带部分支模并现场浇筑混凝土,使剪力墙与相邻柱形成整体。  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

所述预留贯通孔11与剪力墙竖向钢筋21和柱纵向钢筋31之间的间隙为灌浆4。  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

梁跨中设置梁拆分连接时,梁跨中纵向钢筋连接可以采用如图7所示的钢筋套筒灌浆对接方式,也可采用如图8所示的钢筋搭接方式以及其他方式。  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

如图7所示,在梁左端110上的左侧灌浆段钢筋113与梁右端112上的右侧灌浆段钢筋115之间通过水泥灌浆钢筋连接套筒114连接,水泥灌浆钢筋连接套筒114上设置灌浆出浆口接头111,左侧灌浆段钢筋113、右侧灌浆段钢筋115与水泥灌浆钢筋连接套筒114通过水泥灌浆连接。如图8所示,梁左端110与梁右端112之间通过钢筋搭接结构116连接。  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

此外,图4所示仅是梁全预制方式的例子,对于在梁跨中设置梁拆分连接,或在墙中间增加横向拆分的拼装连接方式,同样可以采用图2所示的叠合梁方式,以及图3所示的预制节点顶面与叠合梁预制部分顶面平齐的节点部分预制方式。  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

图5为框架和剪力墙均为多跨,且梁在跨中,剪力墙在柱和剪力墙分界处以及剪力墙中部设置拆分连接的情况。该方式的混凝土框架-剪力墙结构主要包括:预制梁1、预留贯通孔11、预埋垂直梁筋或贯通孔12、梁纵向钢筋14、梁中间接点18、现浇混凝土Ⅱ19、预制剪力墙2、剪力墙竖向钢筋21、剪力墙竖向钢筋对接套筒22、墙内双面分布筋23、柱3、柱纵向钢筋31、柱纵向钢筋对接套筒32、灌浆4、现浇混凝土Ⅲ5等,具体结构如下:  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:

预制剪力墙2两端分别通过现浇混凝土Ⅲ5与柱3连接,在预制剪力墙2和柱3上安装预制梁1;在预制梁1中的竖向开有预留贯通孔11,在预制梁1中的长度方向设置梁纵向钢筋14;在预制梁1两端部分中,分别沿厚度方向开有预埋垂直梁筋或贯通孔12;相邻预制梁1之间通过梁中间接点18连接,梁中间接点18处采用现浇混凝土Ⅱ19;  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;

预制剪力墙2中竖向穿设剪力墙竖向钢筋21,剪力墙竖向钢筋21的上端与预制梁1中的预留贯通孔11相对应匹配,并伸出预制梁1外;预制剪力墙2底部设置剪力墙竖向钢筋对接套筒22,剪力墙竖向钢筋对接套筒22与伸出预制梁1外的剪力墙竖向钢筋21相对应匹配;  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;

柱3中竖向穿设柱纵向钢筋31,柱纵向钢筋31的上端与柱3中的预留贯通孔11相对应匹配,并伸出柱3外;柱3底部设置柱纵向钢筋对接套筒32,柱纵向钢筋对接套筒32与伸出柱3外的柱纵向钢筋31相对应匹配;  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;

预制剪力墙2和相邻柱3之间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙2和相邻柱3各自突出设置U型连接筋进行水平搭接,预制剪力墙2上设置墙U型连接筋24,柱3上设置柱U型连接筋33。拼装时使其相互搭接形 成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋8。此外,在剪力墙端面和相对柱侧面宜分别设置混凝土凹槽剪力键,预制剪力墙2上设置墙凹槽剪力键25,柱3上设置柱凹槽剪力键34。通过现浇带部分支模并现场浇筑混凝土,使剪力墙与相邻柱形成整体。  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

所述预留贯通孔11与剪力墙竖向钢筋21和柱纵向钢筋31之间的间隙为灌浆4。  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

多跨框架-剪力墙结构的拆分拼装和连接方式与单跨基本相同。此外,与图4相同,图5所示仅是梁全预制方式的例子,对于在梁跨中设置梁拆分连接,或在墙中间增加横向拆分的拼装连接方式,同样可以采用图2所示的叠合梁方式,以及图3所示的预制节点顶面与叠合梁预制部分顶面平齐的节点部分预制方式。  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

剪力墙与相邻柱之间U型筋连接方式中根据需要可以形成暗柱。暗柱的形成方法是,增加竖向插筋的根数和直径,同时可在U型筋之间另行配置与U型闭合筋形状一致的单个矩形箍筋实现箍筋加密。  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

剪力墙和相邻柱之间的拆分位置不局限于柱与剪力墙交界处。在墙体尺寸或重量受到运输或吊装限制的情况下,或者是为了获得更好的连接效果时,可将拆分位置向剪力墙一侧移动,将一部分墙体与柱一体预制。  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

剪力墙和相邻柱之间的水平钢筋连接方法不局限于U型筋连接方式,亦可采用其他搭接方式或机械式连接方式。  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

结果表明,本实用新型由预制柱、预制墙体、预制节点和预制梁构成混凝土框架-剪力墙结构时,柱的拆分与连接,梁的拆分与连接,节点的拆分与连接,剪力墙与相邻柱的拆分与连接,剪力墙与相邻梁的拆分与连接,以及上下层剪力墙之间钢筋的连接。通过采用合理有效的拆分拼装体系和构件连接方式,最大限度地减少现场浇注混凝土等湿作业,提高装配化程度,实现节能减排,提高劳动生产率,提高建筑质量,缩短工期。  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)

1.一种装配式混凝土框架-剪力墙拼装连接结构,其特征是:由预制或部分预制柱、预制或部分预制剪力墙、预制或部分预制梁柱节点核心区和预制或部分预制梁构成结构拆分拼装体系,其中:预制或部分预制柱,以下简称预制柱;预制或部分预制剪力墙,以下简称预制墙;预制或部分预制梁柱节点核心区,以下简称预制节点;预制或部分预制梁,以下简称预制梁;节点核心区和梁采用一体化预制方式,以下简称预制节点·预制梁一体化构件,预制节点·预制梁一体化构件内设置穿插柱主筋和剪力墙竖向钢筋的预留贯通孔;  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; 预制柱的下端预埋钢筋套筒,与下层柱伸上来的钢筋突出段相互嵌合,通过向套筒及相连水平缝内注砂浆,与下层柱连接为整体;  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; 预制剪力墙的下端预埋钢筋套筒,与下层墙伸上来的钢筋突出段相互嵌合,通过向套筒及相连水平缝内灌注砂浆,与下层预制剪力墙连接为整体;  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; 预制柱与预制剪力墙之间设置现浇带,并在现浇带内对柱侧预埋钢筋和预制剪力墙端面预埋钢筋进行水平连接,通过现场浇注混凝土使柱与预制剪力墙连接为整体;  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; 预制柱的上端为突出直钢筋,贯穿预制节点·预制梁一体化构件内设置的节点区预留贯通孔并突出于楼板面之上,预留贯通孔及柱上端与节点之间的水平缝内灌注砂浆,使柱与节点固结为整体;  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; 预制剪力墙的上端为突出直钢筋,贯穿预制节点·预制梁一体化构件内设置的梁区预留贯通孔并突出于楼板面之上,预留贯通孔及预制剪力墙上端与预制梁之间的水平缝内灌注砂浆,使预制剪力墙与预制梁固结为整体。  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.按照权利要求1所述的装配式混凝土框架-剪力墙拼装连接结构,其特征是,在所述预制梁跨中设置横向拆分并在该处对预制梁纵向钢筋进行水平连接,通过现场浇注混凝土使预制梁左右连接为整体。  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.按照权利要求1所述的装配式混凝土框架-剪力墙拼装连接结构,其特征是,在所述预制剪力墙水平方向设置预制剪力墙和相邻柱之间的拆分连接和增设预制剪力墙自身的拆分连接。  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.按照权利要求1所述的装配式混凝土框架-剪力墙拼装连接结构,其特征是,所述柱和所述预制剪力墙之间采用U型筋水平搭接与竖向筋栓锚的连接构造,通过现场浇注混凝土使柱与预制剪力墙连接为整体。  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.所述按照权利要求4所述的装配式混凝土框架-剪力墙拼装连接结构,其特征是,所述预制剪力墙和相邻柱之间在墙边拆分,之间的连接采用现浇带方式,从预制剪力墙和相邻柱各自突出设置U型连接筋进行水平搭接,拼装时使其相互搭接形成口形闭合约束空间,在该闭合空间四个内角处由上向下插入角部竖向钢筋;在预制剪力墙端面和相对柱侧面分别设置混凝土凹槽剪力键,预制剪力墙上设置墙凹槽剪力键,柱上设置柱凹槽剪力键;通过现浇带部分支模并现场浇筑混凝土,使预制剪力墙与相邻柱形成整体。  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.按照权利要求1所述的装配式混凝土框架-剪力墙拼装连接结构,其特征是,预制节点·预制梁一体化构件内用于穿插柱主筋和墙竖向钢筋的预留贯通孔,采用金属管或金属波纹管成型,或者采用塑料制品管成型。  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.按照权利要求6所述的装配式混凝土框架-剪力墙拼装连接结构,其特征是,金属波纹管采用双肋波纹管,其肋高在1.5mm以上;成孔内径为所穿钢筋直径的1.2~3.0倍。  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 8.一种装配式混凝土框架-剪力墙拼装连接结构建造的结构物,其特征是,使用权利要求1至7中任何一项所述的装配式混凝土框架-剪力墙的拼装连接结构建造的框架-剪力墙结构物。  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
CN 201220391741 2012-08-08 2012-08-08 Assembled spliced connecting structure of concrete frame-shear wall and structure constructed Expired - Lifetime CN202831296U (en)

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CN109252619A (en) * 2017-07-14 2019-01-22 李聪 A kind of open tubular column and its construction method with top pillar
CN108755968A (en) * 2018-07-17 2018-11-06 有利华建筑预制件(深圳)有限公司 Assembling synthesis building and its construction method
CN110685371A (en) * 2019-09-11 2020-01-14 江阴天孚新型墙体材料有限公司 A kind of construction technology of rapid hoisting of prefabricated composite wall panels
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CN111188429A (en) * 2020-01-17 2020-05-22 重庆大学 Vertical connection structure of built-in steel sleeve of prefabricated reinforced concrete shear wall
CN115405014A (en) * 2022-08-02 2022-11-29 中建八局第二建设有限公司 Fabricated concrete shear wall structure and splitting construction method thereof

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