Fabrication and construction methods for composite joint components of steel plate shear walls, end columns, and trusses.

Abstract

This invention discloses a method for fabricating and constructing a combined node component for steel plate shear walls, end columns, and trusses, comprising: assembling an L-shaped steel plate shear wall structure; assembling two side lower chords and web corbels respectively; welding stiffening plates connecting the lower chords and web corbels; welding upper chord corbels to the L-shaped steel plate shear wall structure, and then welding upper chord corbel connecting stiffening plates between the three upper chord corbels; assembling and welding the box-type corbels of the steel plate shear wall and the lap angle steel of the floor decking between floors; hoisting the combined node component to the installation position and aligning it; and after butt-welding the wall panels of the combined node component to the lower structure, welding the inner wall panel of the end column to the lower structure from the inside through a manhole, and then sealing the manhole with a manhole plate. This invention employs a reasonable assembly sequence, welding method, and bevel orientation to ensure the fabrication accuracy and welding quality of the components.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a method for fabricating and constructing a steel plate shear wall, end column and truss connection combination node component. Background Technology

[0002] With the continuous development and maturation of steel structure fabrication technology, steel structures are increasingly being widely used in high-rise and super high-rise buildings. The construction process of steel structure buildings has evolved from simple to complex, and the structural forms have also broken through from simple to complex, placing higher demands on the processing and fabrication of steel structures.

[0003] The fabrication and processing of single steel plate composite shear wall components are relatively mature. For example, CN117001281A discloses a method for fabricating steel box shear walls. However, according to JGJT 380 "Technical Specification for Steel Plate Shear Walls", end columns should be set at both ends of the steel plate composite shear wall and on both sides of the openings. The end columns should preferably be rectangular steel tube concrete components. Moreover, due to the design requirements of some floors, cantilever trusses are often set, which are rooted in the corner area of ​​the core tube steel plate composite shear wall. Therefore, there are nodes where multiple cantilever trusses, steel plate composite shear walls and end columns are combined. Two steel plate composite shear walls are combined with the end columns at the corner of the core tube to form an L-shaped node. The upper and lower chords and web members of three trusses are connected to the L-shaped node as a whole, resulting in as many as 14 on-site joints. Therefore, the overall precision requirements for component fabrication are extremely high. The structure of its node components is more complex. Due to its box-like structure, it is prone to twisting and deformation during processing. During welding, the operating space is limited, the weld filler volume is large, and there is mutual interference between assembly, welding, and straightening processes, making processing and fabrication difficult and compromising the quality of steel structure assembly and welding. Furthermore, the two steel plate composite shear walls form an L-shaped node with the end column at the corner of the core tube. The two main wall panels of the end column are located inside the node. If the entire structure is hoisted on-site, there are no welding conditions for the two main wall panels at high altitude, making it impossible to weld them to the lower end column wall panels for continuous load-bearing. The conventional solution is to treat the two steel plate composite shear walls and the end column as separate components, installing the end column first, and then installing the two adjacent steel plate walls and welding them to the end column after the end column is welded. This method results in the critical path of on-site hoisting being constrained by the welding process, severely impacting the construction period, and requiring a large amount of high-altitude welding on-site. Summary of the Invention

[0004] To address the aforementioned problems, this invention discloses a method for fabricating and constructing a combined node component for connecting steel plate shear walls, end columns, and trusses. This method solves the problems in the prior art where it is difficult to guarantee the quality of steel structure assembly and welding, and where there is a large amount of on-site high-altitude welding and a long construction period in the combined node component for connecting steel plate shear walls, end columns, and trusses.

[0005] A method for fabricating and constructing a combined node component for steel plate shear walls, end columns, and trusses, wherein the combined node component includes an L-shaped steel plate shear wall structure, a truss upper chord corbel structure, a truss lower chord and web corbel structure, a steel plate shear wall box corbel, and lap angle steel for floor decking between floors; the truss upper chord corbel structure includes three connected upper chord corbels, and the truss lower chord and web corbel structure includes three connected lower chord and web corbels, wherein the three lower chord and web corbels are two side lower chord and web corbels located on both sides and a middle lower chord and web corbel located in the middle, and each lower chord and web corbel includes a lower chord corbel and a web corbel; the method includes the following steps:

[0006] An L-shaped steel plate shear wall structure is assembled, comprising an end column, two steel plate shear walls located on both sides of the end column, and a side lower chord and web member side plate fixedly connected to the lower part of one side of the end column. The wall panels of the two steel plate shear walls are connected to part of the end column panels by welding. The wall panels and end column panels at the connection nodes of the truss upper chord corbel structure, truss lower chord and web member corbel structure are all integral plates. The side lower chord and web member side plate are the part of the integral plate extending to the outside of the end column. Each steel plate shear wall has a manhole near the lower side.

[0007] The two side lower chords and the brace brackets are assembled on both sides of the end post respectively;

[0008] Specifically, after welding the upper and lower flange plates and partitions of the lower chord bracket to the side lower chord and the side plate of the web member, the other side lower chord and the side plate of the web member are welded to the other side of the partition. Then, the lower flange plate and the sealing plate of the web member bracket are assembled. After welding the lower flange plate and the sealing plate of the web member bracket between the two lower chords and the side plates of the web member, the other side lower chord and the web member bracket are assembled. After the lower flange plate and the sealing plate of the web member bracket of the other side lower chord and the web member bracket are welded, the upper flange connecting plate of the web member bracket of the two side lower chords and the web member bracket are assembled. The upper flange connecting plate and the end post and the side lower chord and the web member bracket are all welded with a single-sided bevel gasket.

[0009] After welding the middle lower chord and the web member bracket between the two side lower chords and the web member bracket, the lower chord and web member bracket connecting stiffener is welded between the three lower chords and the web member bracket using gas shielded welding and single-sided bevel lining.

[0010] The truss upper chord bracket structure without upper chord bracket connecting stiffening plate is assembled and welded on the ground as a whole. After the truss upper chord bracket structure without second connecting stiffening plate is welded to the L-shaped steel plate shear wall structure, the upper chord bracket connecting stiffening plate is welded between the three upper chord brackets by gas shielded welding and single-sided bevel lining welding.

[0011] Assemble and weld the steel plate shear wall box brackets and the inter-floor decking lap angle steel, and spot weld the manhole plate near the manhole to the wall panel to form a combined node component;

[0012] The combined node components are hoisted to the installation position and aligned. After the wall panels of the combined node components are butt-welded to the lower structure, the inner wall panels of the end columns are welded to the lower structure from the inside through the manhole. The manhole is then sealed with a manhole plate.

[0013] In some embodiments, the step of assembling the L-shaped steel plate shear wall structure includes:

[0014] The lower panel of the L-shaped steel plate shear wall structure is formed by splicing, and the lower panel is placed on the leveled jig. The wall panel and the end column panel at the connection node of the truss upper chord corbel structure, the truss lower chord and the web member corbel structure in the lower panel are integral plates. The side lower chord and web member side plates are the part of the integral plate that extends to the outside of the end column.

[0015] The inner wall plate of the end column and the transverse partition are welded to the lower panel using a single-sided bevel welding with a padding;

[0016] The upper panel of the L-shaped steel plate shear wall structure is welded to the inner wall panel of the end column and the transverse partition.

[0017] The vertical stiffening plates and gusset plates of the steel plate shear wall are welded by a step-by-step unloading and unwelding process. The vertical stiffening plates are welded with backing welds, and the gusset plates are welded with fillet welds.

[0018] Side plates are welded to both sides of the upper panel and the lower panel to assemble a steel plate shear wall on one side. The side plate located on the end column side has an extension plate on one side, and the extension plate is the panel of the steel plate shear wall on the other side.

[0019] The assembly and welding process of the steel plate shear wall on the other side is then carried out.

[0020] In some embodiments, a single-sided bevel welded gasket is used to weld the inner wall panel of the end column and the transverse partition onto the lower panel.

[0021] In some of these embodiments, the welding process used in the step of splicing together the lower panel of the L-shaped steel plate shear wall structure is root cleaning welding.

[0022] In some embodiments, both the transverse partition and the inner wall panel of the end column are provided with concrete flow holes.

[0023] In some embodiments, in the process of welding side plates on both sides of the upper panel and the lower panel, the main weld between the side plate and the panel is first welded by gas shielded welding, then the weld between the transverse partition and the side plate is welded by electroslag welding, then the four main welds between the side plate and the panel are filled by gas shielded welding, and finally the four main welds between the side plate and the panel are covered by submerged arc welding.

[0024] In some embodiments, in the step of welding the other side lower chord and web member side plate to the other side of the partition, the other side lower chord and web member side plate are electroslag welded to the partition located on the inner side and gas shielded welded to the partition located on the outer side.

[0025] In some embodiments, the bevel of the weld between the upper flange connecting plate and the end post is formed on the upper flange connecting plate, and the bevel of the weld between the upper flange connecting plate and the side lower chord and the web bracket is formed on the side lower chord and the web bracket.

[0026] In some embodiments, gas shielded welding and single-sided bevel welding are used to weld the middle lower chord and web bracket between the two side lower chords and web brackets.

[0027] In some embodiments, the upper and lower flange plates of the truss upper chord bracket structure are cut as a whole, the welding of the web plate to the upper and lower flange plates is root cleaning welding, and the web plate is provided with a K-type double-sided bevel.

[0028] Compared with the prior art, the above invention has at least one of the following advantages or beneficial effects:

[0029] I. This invention adopts a reasonable assembly sequence, welding method and bevel orientation, which solves the problem of limited welding operation space inside the node, ensures the manufacturing accuracy and welding quality of the component, and at the same time ensures the overall dimensional accuracy and aesthetic requirements of the component.

[0030] Second, this invention solves the problem that the end column cannot be welded to the lower end column wall panel for continuous stress by setting manholes in the steel plate shear wall, moving the sealing plate to avoid the manhole position, and setting the bevel orientation of the end column wall panel. Compared with conventional methods, the end column welding process becomes a non-critical path process, which improves the convenience of construction, greatly shortens the construction period, and reduces the amount of high-altitude welding on site. Attached Figure Description

[0031] The invention, its features, shape, and advantages will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings. Like reference numerals denote like parts throughout the drawings. The drawings are not drawn to scale; their focus is on illustrating the gist of the invention.

[0032] Figures 1-7 This is a schematic diagram of the process structure for assembling an L-shaped steel plate shear wall in this embodiment;

[0033] Figures 8-12 This is a schematic diagram of the process structure in this embodiment, in which two side lower chords and a brace corbel are assembled on both sides of the end post.

[0034] Figure 13 This is a schematic diagram of the structure formed by assembling the middle lower chord and the brace corbel on the ground in this embodiment;

[0035] Figure 14 This is a schematic diagram showing the welding of the middle lower chord and the web bracket between the two side lower chords and the web bracket in this embodiment;

[0036] Figure 15 This is a schematic diagram of the structure of the sealing plate of the welding middle lower chord and the bracing of the web member, and the lower flange plate of the bracing of the web member in this embodiment;

[0037] Figure 16 This is a schematic diagram of the upper flange plate of the welded three web bracing brackets in this embodiment;

[0038] Figure 17 This is a schematic diagram of welding the connecting stiffening plates of the lower chord and the brace bracket between the three lower chords and the brace brackets in this embodiment;

[0039] Figure 18 This is a schematic diagram of the truss upper chord corbel structure without a second connecting stiffener, which is assembled and welded in this embodiment.

[0040] Figure 19 This is a schematic diagram of the truss upper chord corbel structure without a second connecting stiffener welded to the L-shaped steel plate shear wall structure in this embodiment.

[0041] Figure 20 This is a schematic diagram of the structure in this embodiment where the upper chord bracket connecting stiffener is welded between the three upper chord brackets;

[0042] Figure 21 This is a schematic diagram of the structure in this embodiment, showing the assembly and welding of the steel plate shear wall box bracket and the inter-floor decking lap angle steel, and the spot welding of the manhole plate to the side of the manhole.

[0043] Figure 22 This is a schematic diagram showing an angle at which the combined node component is welded to the lower structure in this embodiment;

[0044] Figure 23 This is a schematic diagram from another angle showing the welding of the combined node component to the lower structure in this embodiment. Detailed Implementation

[0045] The present invention will be further described below with reference to the accompanying drawings and specific embodiments, but these are not intended to limit the scope of the invention.

[0046] like Figures 1-23 As shown, this embodiment discloses a method for fabricating and constructing a combined node component for steel plate shear walls, end columns, and trusses. Specifically, the combined node component for steel plate shear walls, end columns, and trusses includes an L-shaped steel plate shear wall structure, a truss upper chord corbel structure, a truss lower chord and web corbel structure, a steel plate shear wall box corbel, and lap angle steel for floor decking between floors. The truss upper chord corbel structure, truss lower chord and web corbel structure correspond to the upper and lower chords and web members of three trusses, respectively. The L-shaped steel plate shear wall structure includes end columns and two steel plate shear walls located on both sides of the end columns. The truss upper chord corbel structure includes three connected upper chord corbels, and the truss lower chord and web corbel structure includes three connected lower chord and web corbels. The chord and web member corbels consist of two side lower chord and web member corbels on both sides and a middle lower chord and web member corbel in the middle. Each lower chord and web member corbel includes a lower chord corbel and a web member corbel. The main panel of the steel plate shear wall and end column in the corbel node area should be thickened according to the stress requirements and made into a single plate. Specifically, the truss lower chord and web member corbel structure is located below the L-shaped steel plate shear wall structure and is box-shaped. The vertical wall panels of the lower chord and web member corbel structure are made into a single plate. The upper flanges of the three truss web member corbels are connected as a single plate. The left and right side lower chord and web member corbels corresponding to the lower chord and web members of the left and right trusses are welded to the steel plate shear wall and end column as a whole. The middle lower chord and web member corbel corresponding to the middle truss is welded to the left and right side lower chord corbels as a whole. The three lower chord and web member corbels are interconnected by closed connecting stiffeners and connected to the steel plate shear wall and end column as a whole. The truss upper chord corbel structure is located above the L-shaped steel plate shear wall structure and is made of H-shaped steel. The upper chords of the three trusses are respectively made into whole plates and connected to the steel plate shear wall and end columns. The three lower chords and web corbels are connected and closed into a whole by the lower chord and web corbel connecting stiffening plates.

[0047] For the steel plate shear walls and end columns corresponding to the aforementioned corbels, load-bearing transverse diaphragms should be added internally. Concrete flow holes should be provided in the two vertical main wall panels on the inner sides of the end columns. Box-type corbels are installed on the outer side of the steel plate shear walls for connection with other steel plate shear walls.

[0048] To ensure that the main wall panel inside the end column can be welded to the wall panel of the next end column on site and bear the load, an elliptical manhole is installed at the bottom of the steel plate composite shear wall near the end column. The elliptical manhole is 600mm high and 400mm wide, and should be able to allow the worker's upper body to reach through the elliptical manhole to operate and weld the main wall panel of the end column. The bottom sealing plate of the steel plate shear wall is moved up to avoid the manhole position, and the bevel of the main wall panel inside the end column should be opened in the direction of the manhole position to facilitate on-site welding.

[0049] Specifically, the fabrication and construction methods for the aforementioned steel plate shear wall, end column, and truss connection combination node components include the following steps:

[0050] Step S1: Assemble an L-shaped steel plate shear wall structure, which includes an end column, two steel plate shear walls located on both sides of the end column, and a side lower chord and web member side plate fixedly connected to the lower part of one side of the end column. The wall panels of the two steel plate shear walls are connected to part of the end column panels by welding. The wall panels and end column panels at the connection nodes of the truss upper chord bracket structure, truss lower chord and web member bracket structure are all made of one piece of plate. The side lower chord and web member side plate are the part of the one piece of plate that extends to the outside of the end column. Each steel plate shear wall has a manhole near its lower side.

[0051] Specifically, such as Figures 1-7 The steps for assembling the L-shaped steel plate shear wall structure include:

[0052] Step S11: The lower panel 1 of the L-shaped steel plate shear wall structure is spliced ​​together and placed on the leveled jig. The wall panel and the end column panel at the connection nodes of the truss upper chord corbel structure, the truss lower chord and the web corbel structure of the lower panel 1 are integral plates. The side lower chord and web side plates are integral plates that extend to the outside of the end column. That is, the wall panel and the end column panel at the connection nodes of the truss upper chord corbel structure, the truss lower chord and the web corbel structure, as well as the side lower chord and web side plates are integral plates.

[0053] like Figure 1 As shown, step S11 specifically includes: firstly, welding the first panel block 1-2 and the second panel block 1-5 of the steel plate shear wall with the first panel block 1-3 and the second panel block 1-3 of the end column. The panel blocks of the steel plate shear wall in the node area and the panel blocks of the end column are made of whole plates, namely the first whole plate 1-1 and the second whole plate 1-4. The welding is done by root cleaning welding. After the welding is completed, the lower panel 1 is placed on the leveled jig.

[0054] In step S12, the inner wall plate 2 of the end column, the first transverse partition 3, and the second transverse partition 4 are welded onto the lower panel 1 using a single-sided bevel welding method with a pad.

[0055] like Figure 2As shown, step 2 specifically includes: assembling and welding the inner wall panel 2 of the end column, the first transverse partition 3, and the second transverse partition 4 with the lower panel 1; and moving the end cap 4-5 at the bottom upwards to avoid the manhole 32. The second transverse partition 4 of the steel plate wall is welded to the lower panel 1 using a single-sided bevel weld with a pad. The second transverse partition 4 includes second transverse partition plate 1 (4-1), second transverse partition plate 2 (4-2), second transverse partition plate 3 (4-3), and second transverse partition plate 4 (4-4). Due to the limited welding space, the bevel direction faces the side with more space.

[0056] Step S13: As Figure 3 As shown, the upper panel 6 of the L-shaped steel plate shear wall structure is assembled. Then, workers enter the box from both sides to weld the internal welds to weld the upper panel 6 of the L-shaped steel plate shear wall structure onto the inner wall panel 2 of the end column and the transverse partition 3.

[0057] Step S14: As Figure 4 As shown, the vertical stiffening plate 8 and the connecting plate 5 inside the steel plate shear wall are welded by a step-by-step unloading and unwelding process. The vertical stiffening plate 8 is welded with a backing weld and the bevel direction is outward. The connecting plate 5 is welded with a fillet weld.

[0058] Step S15: As Figure 5 As shown, side plates are welded to both sides of the upper panel 6 and the lower panel 6 to form a steel plate shear wall on one side. The side plate 7-1 located on the end column side has an extension plate on one side (the side plate 7-1 located on the end column side and the extension plate together form the component side plate 7). The extension plate is a side panel of the steel plate shear wall on the other side. The side plate 7-2 located on the steel plate shear wall side then seals off the steel plate shear wall.

[0059] Specifically, the assembly and welding of the two side panels are carried out first. First, gas-shielded welding is used to perform the root pass of the four main welds between the side panels and the panel to prevent deformation of the side panels during electroslag welding. Then, electroslag welding is used to weld the welds between the diaphragm and the side panels. Next, gas-shielded welding is used to fill the four main welds between the side panels and the panel. Finally, submerged arc welding is used to cover the four main welds between the side panels and the panel to ensure a neat and aesthetically pleasing final weld formation.

[0060] Step S16: As Figure 6 and 7 As shown, the assembly and welding process of the steel plate shear wall on the other side is carried out in the same way; specifically, the transverse partition and the other side panel 9 of the steel plate shear wall on the other side are formed first, and then the sealing side panel 10 is formed.

[0061] Step S2, as follows Figures 8-12 As shown, two side lower chords and belly braces are assembled on both sides of the end post.

[0062] Specifically, step S2 above includes:

[0063] Step S21, as follows Figure 8 As shown, the upper and lower flange plates 11 and diaphragms (inner diaphragm 13 and outer diaphragm 12) of the lower chord bracket are assembled and welded on the side lower chord and web member side plate 1. The welding adopts gas shielded welding, single-sided bevel backing welding, with the bevel facing outward, and the space is large, which facilitates welding.

[0064] Step S22, as follows Figure 9 As shown, the lower chord and web member side plate 14 of the other side are assembled and welded on the other side of the partition. The weld between the lower chord and web member side plate 14 and the inner partition 13 is electroslag welded. The weld between the lower chord and web member side plate 14 and the outer partition 12 is welded by the worker from the outside using gas shielded welding.

[0065] Step S23, as Figure 10 As shown, the lower flange plate 15 and sealing plate 16 of the brace bracket are assembled and welded between the two lower chords and the side plate of the brace bracket. The upper flange is not assembled for the time being.

[0066] Step S24, as Figure 11 As shown, the same method described above is used to assemble and weld the other side lower chord and the brace bracket 17.

[0067] Step S25, as Figure 12 As shown, the upper flange of the brace bracket, which assembles two side lower chords and the brace bracket, is connected to a single-sided bevel-backed weld plate 21. The upper flange connecting plate 21 and the end post, as well as the side lower chords and brace bracket, are all welded using a single-sided bevel-backed weld. The two welds between the upper flange connecting plate 21 and the end post body have bevels, allowing workers to weld from above. The welds between the flange and the brace bracket have bevels on the brace bracket's web plate, allowing workers to weld from the side. All bevels face outwards for ease of welding.

[0068] Step S3, as follows Figures 13-17 As shown, after welding the middle lower chord and the web member bracket between the two side lower chords and the web member bracket, the lower chord and web member bracket connecting stiffening plates (first lower chord and web member bracket connecting stiffening plate 24, second lower chord and web member bracket connecting stiffening plate 25) are welded between the three lower chords and web member brackets. The welding adopts gas shielded welding, single-sided bevel backing welding, with the bevel facing outward, and the space is large, which facilitates welding.

[0069] Specifically, the steps for welding the middle lower chord and the web brace between the two side lower chords and the web brace include:

[0070] like Figure 13As shown, the upper and lower flange plates 19 and web plates 18 of the intermediate truss corbel are first assembled and welded on the ground. The internal stiffening plates are not assembled yet, so that the corbel can be welded to the main structure. Figure 14 As shown, the assembled intermediate truss brackets are then fitted and welded between the two side lower chords and web brackets. Gas-shielded welding is used, with single-sided bevel backing. The upper and lower flange plates 19 have bevels facing outwards, providing ample space for welding. The angles between the left and right web plates 18 and the web plates of the two main brackets are acute and too small. Due to limited space and difficulty in creating bevels on the outer side, the bevels of the left and right web plates 18 are created on the inner side, and workers perform gas-shielded welding from the inside. Figure 15 and 16 As shown, continue assembling and welding the sealing plate 20 of the intermediate truss bracket and the lower flange 22 of the web bracket.

[0071] Step S4, as follows Figures 18-20 As shown, the truss upper chord corbel structure without a second connecting stiffening plate is assembled and welded on the ground. After the truss upper chord corbel structure without the upper chord corbel connecting stiffening plate is welded onto the L-shaped steel plate shear wall structure, the upper chord corbel connecting stiffening plate is welded between the three upper chord corbels using gas shielded welding and single-sided bevel lining welding.

[0072] Specifically, such as Figure 18 As shown, the truss upper chord corbel structure without connecting stiffeners is first assembled and welded on the ground. In this truss upper chord corbel structure, the upper flange plate 26 and the lower flange plate 27 are cut as a whole, and the welding of the web plate 28 to the lower flange is a root-cleaning weld, resulting in an aesthetically pleasing shape. The web plate 28 has a K-type double-sided bevel. The connecting stiffeners before the corbel are not assembled yet, so that the corbel can be welded to the main component.

[0073] like Figure 19 As shown, the assembled truss upper chord corbel structure is then assembled and welded to the L-shaped steel plate shear wall structure. The welding of the upper flange plate 26, lower flange plate 27, and web plate 28 to the L-shaped steel plate shear wall structure is all done by root cleaning welding, resulting in a beautiful shape.

[0074] like Figure 20 As shown, the upper chord bracket connecting stiffening plate 29 is then assembled and welded. The welding is performed using gas shielded welding with a single-sided bevel and backing. The bevel faces outward, providing ample space for easy welding.

[0075] Step S5, as follows Figure 21 As shown, the steel plate shear wall box bracket 30 and the inter-floor deck lap angle steel 31 are assembled and welded, and the manhole plate 33 is spot welded to the wall panel near the manhole 32 to form a combined node component, which is then delivered to the site.

[0076] Step S6, as follows Figure 22 and 23As shown, the combined node component is hoisted to the installation position and aligned. After the wall panel of the combined node component is butt-welded to the lower structure, the inner wall panel of the end column is welded to the lower structure from the inside through the manhole. Then, the manhole is sealed with a manhole plate.

[0077] Specifically, the components are hoisted to the installation position and aligned on site. After alignment, the transverse butt welds of the panels between the upper and lower sections are completed first. Then, the workers extend their upper bodies through the manhole to weld the butt welds of the upper and lower sections of the internal wall panel of the end column. After the welding is completed and the flaw detection is qualified, the manhole 32 is sealed with manhole plate 33 and welded.

[0078] Those skilled in the art should understand that variations can be implemented by combining existing technology with the above embodiments, which will not be elaborated here. Such variations do not affect the essence of the present invention, and will not be elaborated here either.

[0079] The preferred embodiments of the present invention have been described above. It should be understood that the present invention is not limited to the specific embodiments described above, and the devices and structures not described in detail should be understood as being implemented in a conventional manner in the art. Any person skilled in the art can make many possible variations and modifications to the technical solutions of the present invention using the methods and techniques disclosed above, or modify them into equivalent embodiments with equivalent changes, without departing from the scope of the present invention. This does not affect the essential content of the present invention. Therefore, any simple modifications, equivalent changes, and modifications made to the above embodiments based on the technical essence of the present invention without departing from the content of the present invention's technical solutions still fall within the protection scope of the present invention.

Claims

1. A method for fabricating and constructing a combined joint component for steel plate shear walls, end columns, and trusses, characterized in that, The combined node components include an L-shaped steel plate shear wall structure, a truss upper chord corbel structure, a truss lower chord and web member corbel structure, a steel plate shear wall box-type corbel, and lap angle steel for floor decking between floors; the truss upper chord corbel structure includes three connected upper chord corbels, and the truss lower chord and web member corbel structure includes three connected lower chord and web member corbels, wherein the three lower chord and web member corbels are two side lower chord and web member corbels located on both sides and a middle lower chord and web member corbel located in the middle, and each lower chord and web member corbel includes a lower chord corbel and a web member corbel; the method includes the following steps: An L-shaped steel plate shear wall structure is assembled, comprising an end column, two steel plate shear walls located on both sides of the end column, and a side lower chord and web member side plate fixedly connected to the lower part of one side of the end column. The wall panels of the two steel plate shear walls are connected to part of the end column panels by welding. The wall panels and end column panels at the connection nodes of the truss upper chord corbel structure, truss lower chord and web member corbel structure are all integral plates. The side lower chord and web member side plate are the part of the integral plate extending to the outside of the end column. Each steel plate shear wall has a manhole near the lower side. The two side lower chords and the brace brackets are assembled on both sides of the end post respectively; Specifically, after welding the upper and lower flange plates and partitions of the lower chord bracket to the side lower chord and the side plate of the web member, the other side lower chord and the side plate of the web member are welded to the other side of the partition. Then, the lower flange plate and the sealing plate of the web member bracket are assembled. After welding the lower flange plate and the sealing plate of the web member bracket between the two lower chords and the side plates of the web member, the other side lower chord and the web member bracket are assembled. After the lower flange plate and the sealing plate of the web member bracket of the other side lower chord and the web member bracket are welded, the upper flange connecting plate of the web member bracket of the two side lower chords and the web member bracket are assembled. The upper flange connecting plate and the end post and the side lower chord and the web member bracket are all welded with a single-sided bevel gasket. After welding the middle lower chord and the web member bracket between the two side lower chords and the web member bracket, the lower chord and web member bracket connecting stiffener is welded between the three lower chords and the web member bracket using gas shielded welding and single-sided bevel lining. The truss upper chord bracket structure without upper chord bracket connecting stiffening plate is assembled and welded on the ground as a whole. After the truss upper chord bracket structure without second connecting stiffening plate is welded to the L-shaped steel plate shear wall structure, the upper chord bracket connecting stiffening plate is welded between the three upper chord brackets by gas shielded welding and single-sided bevel lining welding. Assemble and weld the steel plate shear wall box brackets and the inter-floor decking lap angle steel, and spot weld the manhole plate near the manhole to the wall panel to form a combined node component; The combined node components are hoisted to the installation position and aligned. After the wall panels of the combined node components are butt-welded to the lower structure, the inner wall panels of the end columns are welded to the lower structure from the inside through the manhole. The manhole is then sealed with a manhole plate.

2. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 1, characterized in that, The steps for assembling the L-shaped steel plate shear wall structure include: The lower panel of the L-shaped steel plate shear wall structure is formed by splicing, and the lower panel is placed on the leveled jig. The wall panel and the end column panel at the connection node of the truss upper chord corbel structure, the truss lower chord and the web member corbel structure in the lower panel are integral plates. The side lower chord and web member side plates are the part of the integral plate that extends to the outside of the end column. Weld the end column inner wall plate and the transverse partition plate onto the lower panel; The upper panel of the L-shaped steel plate shear wall structure is welded to the inner wall panel of the end column and the transverse partition. The vertical stiffening plates and gusset plates of the steel plate shear wall are welded by a step-by-step unloading and unwelding process. The vertical stiffening plates are welded with backing welds, and the gusset plates are welded with fillet welds. Side plates are welded to both sides of the upper panel and the lower panel to assemble a steel plate shear wall on one side, and one side of the side plate located on the end column side has an extension plate, which is the panel of the steel plate shear wall on the other side. The assembly and welding process of the steel plate shear wall on the other side is then carried out.

3. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 2, characterized in that, The inner wall plate of the end column and the transverse partition are welded to the lower panel using a single-sided bevel welding method with a pad.

4. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 2, characterized in that, In the step of splicing together the lower panel of the L-shaped steel plate shear wall structure, the welding process adopts root cleaning welding.

5. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 2, characterized in that, Both the transverse partition and the inner wall of the end column are provided with concrete flow holes.

6. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 2, characterized in that... In the process of welding side plates on both sides of the upper panel and the lower panel, the main weld between the side plate and the panel is first welded by gas shielded welding, then the weld between the transverse partition and the side plate is welded by electroslag welding, then the four main welds between the side plate and the panel are filled by gas shielded welding, and finally the four main welds between the side plate and the panel are covered by submerged arc welding.

7. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 1, characterized in that, In the step of welding the other side lower chord and web member side plate on the other side of the partition, the other side lower chord and web member side plate are electroslag welded to the partition located on the inner side and gas shielded welded to the partition located on the outer side.

8. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 1, characterized in that, The bevel of the weld between the upper flange connecting plate and the end post is formed on the upper flange connecting plate, and the bevel of the weld between the upper flange connecting plate and the side lower chord and the web bracket is formed on the side lower chord and the web bracket.

9. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 1, characterized in that, Gas shielded welding and single-sided bevel backing welding are used to weld the middle lower chord and web bracket between the two side lower chords and web brackets.

10. The method for fabricating and constructing the steel plate shear wall, end column, and truss connection combination node component as described in claim 1, characterized in that, In the truss upper chord bracket structure, the upper flange plate and the lower flange plate are cut as a whole, the welding of the web plate to the upper and lower flange plates is root cleaning welding, and the web plate is provided with a K-type double-sided bevel.

Images