A partially-coated steel-concrete composite shear wall vertical splicing joint

Abstract

The utility model relates to a kind of part-coated steel-concrete composite shear wall vertical splicing nodes, the prefabrication of upper and lower PEC shear wall is completed in factory, diaphragm is arranged in the web both sides of upper and lower PEC shear wall, the cavity is formed in the lower part of the diaphragm of upper PEC shear wall, the diaphragm of lower PEC shear wall is flush with flange and web top surface, first stiffener plate parallel to flange and perpendicular to web is equipped on upper and lower PEC shear wall, first stiffener plate is fixedly connected with longitudinal reinforcement, web, diaphragm;The cavity below the diaphragm of upper PEC shear wall is divided into multiple compartments by flange, the compartment of the same side of web is installed in factory in interval compartment, pre-welded side plate is fixedly connected with diaphragm and flange respectively, the compartment of corresponding two sides of web is completed pre-welded side plate installation in factory in staggered mode;After completing the connection of upper and lower PEC shear wall in construction site, present-welded side plate is installed in the compartment of not installing pre-welded side plate.

Description

Technical Field

[0001] This utility model relates to the field of prefabricated buildings, specifically to a vertical splicing node for partially covered steel-concrete composite shear walls. Background Technology

[0002] Partially clad steel-concrete composite structures (PEC composite structures) are an important type of prefabricated structure in the development of my country's prefabricated construction industry. They are built through factory prefabrication and rapid on-site assembly. Partially clad steel-concrete composite shear walls are a type of PEC composite structure, typically made of H-beams, reinforcing steel, and concrete. They offer significant advantages such as high strength, small cross-sectional dimensions, fast construction speed, and minimal environmental impact, making them particularly suitable for multi-story and high-rise buildings and structures requiring rapid completion.

[0003] The traditional method for vertical splicing joints of partially clad steel-concrete composite shear walls in existing technologies involves first welding the flanges of the main steel members of the upper and lower shear walls together, then welding or using high-strength bolts to connect the webs of the main steel members of the upper and lower shear walls, followed by welding the longitudinal reinforcement of the upper and lower shear walls together within the joint area. After all the main steel members and reinforcement are welded and pass inspection, concrete or grout is poured into the joint area and cured and inspected. This traditional method has the following problems: 1) There is wet work on site in the joint area; 2) The quality of the concrete poured in the joint area is difficult to control; 3) The reinforcement in the joint area needs to be welded on site, which is a complicated process; 4) The curing of the poured concrete section affects the construction period.

[0004] To address the shortcomings of traditional methods, some designers have proposed a method that eliminates the need for on-site pouring in the joint area. For example, patent publication CN222477782U discloses a partially encased steel-concrete composite column vertical connection joint structure. As shown in Embodiment 3 of this patent, horizontal partitions are installed in the joint areas of the upper and lower columns, with the web of the upper column below the horizontal partitions continuously extending through. Vertical stiffening plates are arranged on both sides of the joint area below the horizontal partitions of the upper column. The upper part of the vertical stiffening plates is welded to the horizontal partitions of the upper column, the flanges of the upper and lower columns are welded together, and the bottom of the vertical stiffening plates is welded to the horizontal partitions of the lower column. This structural design eliminates the need for concrete pouring in the joint area. While the patented solution achieves the elimination of pouring in the joint area, in Embodiment 3, the web of the upper column below the horizontal partitions is not additionally connected to the lower column, leaving room for improvement in force transmission. In addition, the patent uses vertical stiffening plates to connect the node areas. To ensure reliable force transmission without pouring, the thickness of the vertical stiffening plates must be very thick, which consumes a lot of steel and increases the cost. Utility Model Content

[0005] This utility model further improves upon the scheme disclosed in the above-mentioned patent by applying it to the vertical connection of partially covered steel-concrete composite shear walls. This not only ensures the reliability of force transmission but also reduces the amount of steel used and lowers the construction cost.

[0006] To achieve the above objectives, the technical solution adopted by this utility model is as follows: A partially encased steel-concrete composite shear wall vertical splicing node includes an upper PEC shear wall, a lower PEC shear wall, a transverse diaphragm, a first stiffening plate, a second stiffening plate, and side plates, the side plates being divided into pre-welded side plates and spot-welded side plates; The bottom surface of the web of the upper PEC shear wall is flush with the bottom surface of the flange. The web of the upper PEC shear wall has transverse diaphragms perpendicular to the web and flange respectively on both sides. The transverse diaphragms are fixedly connected to the web and flange respectively. The upper part of the web has longitudinal reinforcement and a first stiffening plate on both sides. The first stiffening plate is parallel to the flange and perpendicular to the transverse diaphragm. The first stiffening plate is fixedly connected to the web, transverse diaphragm, and longitudinal reinforcement respectively. Concrete is pre-cast on both sides of the web above the transverse diaphragm, forming a cavity below the transverse diaphragm. The cavity below the transverse diaphragm of the upper PEC shear wall is divided into multiple sections by multiple flanges. Pre-welded side plates are installed in the factory at intervals in the sections on the same side of the web. The pre-welded side plates are parallel to the web and perpendicular to the flange. The pre-welded side plates are positioned directly opposite the longitudinal reinforcement. The pre-welded side plates are fixedly connected to the transverse diaphragm and flange respectively. No side plates are installed in the factory in the sections on the other side of the web corresponding to the sections with pre-welded side plates installed. The lower PEC shear wall has transverse diaphragms perpendicular to the web and flange on both sides of the web. The transverse diaphragms are fixedly connected to the web and flange respectively. The top surfaces of the transverse diaphragms, the web, and the flanges of the lower PEC shear wall are flush. The web below the transverse diaphragms of the lower PEC shear wall has longitudinal reinforcement and a first stiffening plate on both sides. The first stiffening plate is parallel to the flange and perpendicular to the transverse diaphragms. The first stiffening plate is fixedly connected to the web, transverse diaphragms, and longitudinal reinforcement respectively. The web below the transverse diaphragms has precast concrete on both sides. The prefabricated upper PEC shear wall is vertically spliced ​​with the lower PEC shear wall. The flanges and webs of the upper PEC shear wall are welded to the corresponding flanges and webs of the lower PEC shear wall. In the sections of the upper PEC shear wall without side plates, cast-in-place side plates are installed. These side plates are parallel to the web and perpendicular to the flanges, positioned directly opposite the longitudinal reinforcement. The cast-in-place side plates are respectively connected to the flanges of the upper PEC shear wall, the transverse diaphragms of the upper PEC shear wall, and the lower PEC shear wall. The transverse diaphragms of the EC shear wall are welded, and the bottom of the pre-welded side plate is welded to the transverse diaphragm of the lower PEC shear wall. Except for the compartments located at the edge of the upper PEC shear wall, all other compartments are equipped with a second stiffening plate. The second stiffening plate is parallel to the first stiffening plate and corresponds vertically to it. The second stiffening plate is vertically welded to the inner wall of the side plate. The top of the second stiffening plate contacts the transverse diaphragm of the upper PEC shear wall, and the bottom of the second stiffening plate contacts the transverse diaphragm of the lower PEC shear wall.

[0007] Furthermore, the transverse diaphragm of the upper PEC shear wall is located 100mm to 150mm from the bottom surface of the flange of the upper PEC shear wall.

[0008] Furthermore, the first stiffening plates on both the upper PEC shear wall and the lower PEC shear wall are spaced apart by less than 200 mm.

[0009] Furthermore, the four sides of the welded side plate are pre-cut in the factory.

[0010] This invention utilizes side plates to achieve a transitional connection at the joint area of ​​the upper and lower PEC shear walls. While fully ensuring structural reliability, it avoids the drawbacks of on-site welding of reinforcing bars in the joint area and the difficulty in guaranteeing the quality of post-poured concrete, thus improving construction quality. It also eliminates the need for on-site concrete pouring, which helps to speed up the construction progress. Furthermore, in order to reduce steel consumption and costs, this invention adds a second stiffening plate to the side plate, which is aligned vertically with the longitudinal reinforcement. This not only reduces the thickness of the side plate but also ensures good force transmission. Attached Figure Description

[0011] Figure 1 The image provided is a perspective view of the vertical splicing node of the L-shaped partially covered steel-concrete composite shear wall, as shown in the embodiment. Figure 2 for Figure 1 Schematic diagram of the internal structure of the node region; Figure 3 for Figure 1 Exploded view of nodes; Figure 4 for Figure 1 The node splicing state diagram; Figure 5 for Figure 1 Front view; Figure 6 for Figure 5 Sectional view of AA in the middle; Figure 7 for Figure 5 Cross-sectional view of the middle section (BB).

[0012] Figure label: 1. Upper PEC shear wall; 2. Lower PEC shear wall; 3. Transverse diaphragm; 4. First stiffening plate; 5. Longitudinal reinforcement; 6. Side plate; 6A. Pre-welded side plate; 6B. In-situ welded side plate; 7. Second stiffening plate; 8. Web plate; 9. Concrete. Detailed Implementation

[0013] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention.

[0014] This embodiment discloses a vertical splicing node for partially covered steel-concrete composite shear walls. Typically, composite shear walls can form different structures such as straight lines, L-shaped, and T-shaped. Regardless of the specific structure, the technical solution provided in this utility model applies. The accompanying drawings of this utility model only illustrate an L-shaped composite shear wall as an example; however, the scope of protection of this utility model is not limited to this specific shape. Figure 1 As shown, the two vertically connected parts are covered by steel-concrete composite shear walls. The upper part is the upper PEC shear wall 1, and the lower part is the lower PEC shear wall 2. Both the upper PEC shear wall 1 and the lower PEC shear wall 2 are prefabricated in the factory and then assembled by hoisting after being transported to the construction site.

[0015] like Figure 2 and Figure 3 As shown, both the upper PEC shear wall 1 and the lower PEC shear wall 2 are composed of flanges, webs 8, longitudinal reinforcement 5, and concrete 9. Based on the length and shape design of the shear wall, the internal framework of the shear wall can be formed by webs 8 of different lengths and flanges connected to both ends of the webs 8. This framework forms multiple compartments on both sides of the webs 8 (a compartment is the cavity enclosed by the webs 8 and the flanges on both sides of the webs 8). Each compartment typically contains longitudinal reinforcement 5 and transverse reinforcement, and pre-cast concrete 9 is placed within the compartment. The above is a description of the conventional structure of a PEC shear wall; this embodiment focuses on explaining the technical improvements.

[0016] When the upper PEC shear wall 1 is prefabricated in the factory, the web plate 8 in each section is continuously continuous vertically, that is, the vertical length of the web plate 8 in the section is the same as the length of the two side flanges, so that the top surface of the web plate 8 is flush with the top surface of the flange, and the bottom surface of the web plate 8 is flush with the bottom surface of the flange. In each section of the upper PEC shear wall 1, a horizontal diaphragm 3 is installed approximately 100mm to 150mm from the bottom surface. The inner side of the diaphragm 3 is welded to the web plate 8, and the two sides of the diaphragm 3 are welded to the flange. Depending on the transverse width of the section, a different number of vertical first stiffening plates 4 are installed in each section. If there are multiple first stiffening plates 4 in a single section, they are spaced apart, with a spacing of <200mm. The inner side of the first stiffening plate 4 is welded to the web plate 8, and the bottom of the first stiffening plate 4 is welded to the diaphragm 3. Longitudinal reinforcement 5 is provided at the location of each first stiffening plate 4, and the longitudinal reinforcement 5 is welded to the first stiffening plate 4 by fillet weld. In each section of the upper PEC shear wall 1, a cavity is formed below the transverse diaphragm 3 without concrete 9 being poured, while concrete 9 is poured on both sides of the web plate 8 above the transverse diaphragm 3.

[0017] When the lower PEC shear wall 2 is prefabricated in the factory, its structure is similar to that of the upper PEC shear wall 1. The difference is that the transverse diaphragms 3 on the lower PEC shear wall 2 are located at the top of the lower PEC shear wall 2, so that the top surface of the transverse diaphragm 3 in each section is flush with the top surface of the web 9 and the flange. The first stiffening plate 4 and the longitudinal reinforcement 5 are located below the transverse diaphragm 3, and the lower part of the transverse diaphragm 3 is precast with concrete 9. Unless otherwise specified, all other aspects can be referred to the above description of the structure of the upper PEC shear wall 1.

[0018] To achieve the goal of eliminating the need for pouring concrete at the splicing joint area between the upper PEC shear wall 1 and the lower PEC shear wall 2, this invention provides a side plate 6 in the cavity below the transverse diaphragm 3 within each section of the upper PEC shear wall 1. The side plate 6 is arranged parallel to the web plate 8 and is positioned directly opposite the longitudinal reinforcement 5. To improve the reliability of force transmission at the vertical splicing joint of the combined shear wall, this invention welds the flanges of the upper PEC shear wall 1 and the lower PEC shear wall 2 accordingly, and welds the web plate 8 of the upper PEC shear wall 1 and the lower PEC shear wall 2 accordingly. Therefore, to facilitate the welding operation of the web plates 8 of the upper and lower PEC shear walls on the construction site, such as... Figure 4 As shown, in this embodiment, the side plates 6 distributed in different compartments are divided into pre-welded side plates 6A and spot-welded side plates 6B. The pre-welded side plates 6A need to be welded in the factory to the corresponding compartments of the upper PEC shear wall 1, while the spot-welded side plates 6B are prefabricated in the factory, transported to the construction site and then welded to the corresponding compartments. To facilitate the welding of the spot-welded side plates 6B, the four sides of the spot-welded side plates 6B are pre-cut in the factory.

[0019] Continuing from the above description, in order to meet the width-to-thickness ratio requirements of steel components, the thickness of the side plate 6 is usually increased. This invention aims to reduce costs while still meeting the width-to-thickness ratio requirements, such as... Figure 3 , Figure 4 As shown, a second stiffening plate 7 is welded to the side of the side plate 6 facing the cavity, making the second stiffening plate 7 perpendicular to the side plate 6. When the side plate 6 is installed in the compartment, the second stiffening plate 7 on the side plate 6 corresponds vertically to the first stiffening plate 4 in the compartment. Given the different lengths and shapes of the composite shear walls, the compartments located at the edges of the shear walls are usually narrower. For side plates 6 installed in narrower compartments, it is not necessary to install the second stiffening plate 7 on the side plate 6. For wider compartments, installing the second stiffening plate 7 helps to reduce the thickness of the side plate 6 and meet the width-to-thickness ratio requirements.

[0020] like Figures 5 to 7 As shown, when vertically splicing the upper PEC shear wall 1 and the lower PEC shear wall 2, the lower PEC shear wall 2 is installed first, and then the upper PEC shear wall 1 is hoisted onto the upper part of the lower PEC shear wall 2. After the upper and lower positions are aligned, the flanges of the upper PEC shear wall 1 and the flanges of the lower PEC shear wall 2 are welded together, and then the web plate 8 of the upper PEC shear wall 1 and the web plate 8 of the lower PEC shear wall 2 are welded together. Next, the spot-welded side plate 6B is placed in the area where the pre-welded side plate 6A has not been installed, and the top of the spot-welded side plate 6B is welded to the bottom of the transverse diaphragm 3 of the upper PEC shear wall 1, and the side of the spot-welded side plate 6B is welded to the flange of the upper PEC shear wall 1. Finally, the pre-welded side plate 6A and the spot-welded side plate 6B are welded to the transverse diaphragm 3 of the lower PEC shear wall 2 respectively. After the above connection is completed, the top of the second stiffening plate 7 contacts the diaphragm 3 of the upper PEC shear wall 1 without additional connection, and the bottom of the second stiffening plate 7 contacts the diaphragm 3 of the lower PEC shear wall 2 without additional connection, thus achieving the effect of transmitting force from top to bottom, which helps to reduce the thickness of the side plate 6 and also reduces welding operations.

[0021] When selecting which compartment to install the pre-welded side plate 6A and which compartment to install the spot-welded side plate 6B, the following principles should be followed: For multiple compartments located on the same side of the web 8, the pre-welded side plate 6A should be installed in the factory in an alternating compartment configuration, i.e., refer to... Figure 6 As shown, one grid must be left empty between adjacent grids with pre-welded side plates 6A; furthermore, for grids with pre-welded side plates 6A already installed, the grids on the other side of the web 8 of that grid will not have pre-welded side plates 6A installed in the factory. This staggered arrangement of pre-welded side plates 6A on the left and right sides will not obstruct the welding work of the web 8 of the upper and lower PEC shear walls. Of course, the above is a general principle; for composite shear walls with special shapes, such as… Figure 6The L-shaped structure shown, with the right corner and edge sections, is often more suitable for on-site installation and welding of the side plate 6B. Due to its special shape, not installing the pre-welded side plate 6A in advance is more conducive to the butt welding of the web plate 8 and the flange.

[0022] Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the present invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A vertical splicing joint for partially encased steel-concrete composite shear walls, characterized in that: It includes upper PEC shear wall, lower PEC shear wall, diaphragm, first stiffening plate, second stiffening plate and side plates, the side plates are divided into pre-welded side plates and spot-welded side plates; The bottom surface of the web of the upper PEC shear wall is flush with the bottom surface of the flange. The web of the upper PEC shear wall has transverse diaphragms perpendicular to the web and flange respectively on both sides. The transverse diaphragms are fixedly connected to the web and flange respectively. The upper part of the web has longitudinal reinforcement and a first stiffening plate on both sides. The first stiffening plate is parallel to the flange and perpendicular to the transverse diaphragm. The first stiffening plate is fixedly connected to the web, transverse diaphragm, and longitudinal reinforcement respectively. Concrete is pre-cast on both sides of the web above the transverse diaphragm, forming a cavity below the transverse diaphragm. The cavity below the transverse diaphragm of the upper PEC shear wall is divided into multiple sections by multiple flanges. Pre-welded side plates are installed in the factory at intervals in the sections on the same side of the web. The pre-welded side plates are parallel to the web and perpendicular to the flange. The pre-welded side plates are positioned directly opposite the longitudinal reinforcement. The pre-welded side plates are fixedly connected to the transverse diaphragm and flange respectively. No side plates are installed in the factory in the sections on the other side of the web corresponding to the sections with pre-welded side plates installed. The lower PEC shear wall has transverse diaphragms perpendicular to the web and flange on both sides of the web. The transverse diaphragms are fixedly connected to the web and flange respectively. The top surfaces of the transverse diaphragms, the web, and the flanges of the lower PEC shear wall are flush. The web below the transverse diaphragms of the lower PEC shear wall has longitudinal reinforcement and a first stiffening plate on both sides. The first stiffening plate is parallel to the flange and perpendicular to the transverse diaphragms. The first stiffening plate is fixedly connected to the web, transverse diaphragms, and longitudinal reinforcement respectively. The web below the transverse diaphragms has precast concrete on both sides. The prefabricated upper PEC shear wall is vertically spliced ​​with the lower PEC shear wall. The flanges and webs of the upper PEC shear wall are welded to the corresponding flanges and webs of the lower PEC shear wall. In the sections of the upper PEC shear wall without side plates, cast-in-place side plates are installed. These side plates are parallel to the web and perpendicular to the flanges, positioned directly opposite the longitudinal reinforcement. The cast-in-place side plates are respectively connected to the flanges of the upper PEC shear wall, the transverse diaphragms of the upper PEC shear wall, and the lower PEC shear wall. The transverse diaphragms of the EC shear wall are welded, and the bottom of the pre-welded side plate is welded to the transverse diaphragm of the lower PEC shear wall. Except for the compartments located at the edge of the upper PEC shear wall, all other compartments are equipped with a second stiffening plate. The second stiffening plate is parallel to the first stiffening plate and corresponds vertically to it. The second stiffening plate is vertically welded to the inner wall of the side plate. The top of the second stiffening plate contacts the transverse diaphragm of the upper PEC shear wall, and the bottom of the second stiffening plate contacts the transverse diaphragm of the lower PEC shear wall.

2. The vertical splicing node of a partially covered steel-concrete composite shear wall according to claim 1, characterized in that: The transverse diaphragms of the upper PEC shear wall are set at a distance of 100mm to 150mm from the bottom surface of the flange of the upper PEC shear wall.

3. The vertical splicing node of a partially covered steel-concrete composite shear wall according to claim 1, characterized in that: The first stiffening plates on both the upper PEC shear wall and the lower PEC shear wall are spaced apart by less than 200 mm.

4. A vertical splicing joint for a partially covered steel-concrete composite shear wall according to claim 1, characterized in that: The four sides of the welded side plate are pre-cut in the factory.

Images