Manufacturing and construction method of steel plate shear wall, end post and truss connection combined node component

Abstract

The invention discloses a manufacturing and construction method of a steel plate shear wall, end column and truss connection combined joint component. The manufacturing and construction method comprises the steps that an L-shaped steel plate shear wall structure is formed through splicing; two side edge lower chords and web member brackets are formed through splicing respectively; welding a lower chord and a web member bracket connecting stiffening plate; after the truss upper chord corbel structure is welded on the L-shaped steel plate shear wall structure, an upper chord corbel connecting stiffening plate is welded among the three upper chord corbels; assembling and welding the steel plate shear wall box type bracket and the inter-floor floor support plate lap joint angle steel; the combined node component is integrally hoisted to the installation position and corrected, after the wall panels of the combined node component are welded to the lower structure in a butt joint mode, the inner wall panels of the end columns and the lower structure are welded from the interior through the manholes, and then the manholes are plugged through the manhole plates. A reasonable assembly sequence, a reasonable welding method and a reasonable groove orientation are adopted, and the manufacturing precision and the welding quality of the component are guaranteed.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, and in particular to a method for manufacturing and constructing a composite node component connected by a steel plate shear wall, an end column and a truss. Background Art

[0002] With the continuous development of steel structure manufacturing technology, steel structures are gradually being widely used in high-rise and super high-rise buildings. The construction process of steel structure buildings has evolved from simple to difficult, and the structural form has also evolved from singleness to complexity, which has put forward higher requirements for the processing and manufacturing of steel structures.

[0003] The manufacturing and processing of a single steel plate composite shear wall component is relatively mature. For example, CN117001281A discloses a method for manufacturing a steel box shear wall. However, according to JGJT 380 "Technical Code for Steel Plate Shear Walls", end columns should be set at both ends of the wall and both sides of the opening of the steel plate composite shear wall, and the end columns should be rectangular steel tube concrete components. In addition, due to the needs of the shape, some floors are often equipped with cantilever trusses, which are rooted in the corner area of ​​the core tube steel plate composite shear wall. Therefore, there are multiple nodes where cantilever trusses, steel plate composite shear walls and end columns are combined together. Two steel plate composite shear walls are combined with end columns at the corner of the core tube to form an L-shaped node. The upper and lower chords and web members of the three trusses are connected to the L-shaped node as a whole, resulting in up to 14 on-site counterparts, so the overall accuracy of the component manufacturing is extremely high. The structure of its node components is more complicated. Because it is a box structure, it is easy to be twisted and deformed during processing. During welding construction, the operating space is small, the amount of weld filling is large, and the assembly, welding, and correction processes interfere with each other. The processing and manufacturing are difficult, and the quality of steel structure assembly and welding is difficult to guarantee. In addition, the two steel plate composite shear walls are combined with the end columns at the corners of the core tube to form an L-shaped node. The two main wall panels of the end columns are located inside the node. If the overall hoisting construction is carried out on site, there is no welding condition for the two main wall panels at high altitude, and they cannot be welded with the lower section end column wall panels to pass through the force. The conventional solution is to make the two steel plate composite shear walls and the end columns as separate components. The end columns are installed first. After the end column welding is completed, the adjacent two steel plate walls are installed separately and welded to the end columns. This method causes the key lines of on-site hoisting to be restricted by the welding process, which seriously affects the construction period, and the amount of on-site high-altitude welding is large. Summary of the invention

[0004] In view of the above-mentioned problems, the present invention discloses a method for manufacturing and constructing a composite node component of a steel plate shear wall, an end column and a truss connection, so as to solve the problems in the prior art that the quality of steel structure assembly and welding in the composite node component of a steel plate shear wall, an end column and a truss connection is difficult to ensure, the amount of on-site high-altitude welding is large, and the construction period is long.

[0005] A method for manufacturing and constructing a composite node component connected by a steel plate shear wall, an end column and a truss, wherein the composite node component comprises 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 an inter-floor decking lap angle steel; the truss upper chord corbel structure comprises three upper chord corbels connected together, the truss lower chord and web member corbel structure comprises three lower chord and web member corbels connected together, and the three lower chord and web member corbels are respectively 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 of the lower chord and web member corbels comprises a lower chord corbel and a web member corbel; the method comprises the following steps:

[0006] Assemble to form an L-shaped steel plate shear wall structure, and the L-shaped steel plate shear wall structure includes an end column, two side steel plate shear walls respectively located on both sides of the end column, and a side lower chord and a web member side plate fixedly connected to the lower part of one side of the end column, wherein the wall panels of the steel plate shear walls on both sides are connected with part of the end column panels by welding, and the wall panels and the end column panels located at the connection nodes of the truss upper chord corbel structure, the truss lower chord and the web member corbel structure are all made of an integral plate, the side lower chord and the web member side plate are the parts of the integral plate extending to the outside of the end column, and each side of the steel plate shear wall is provided with a manhole near the lower side;

[0007] Assemble the two side lower chords and the belly rod corbels on both sides of the end column;

[0008] Among them, after welding the upper and lower flange plates and partitions of the lower chord corbel on the side lower chord and the web side plate, weld the other side lower chord and web side plate on the other side of the partition; then assemble the lower flange plate and sealing plate of the web corbel, and after welding the lower flange plate and sealing plate of the web corbel between the two lower chords and the web side plates, assemble the other side lower chord and web corbel, after the welding of the lower flange plate and sealing plate of the web corbel of the other side lower chord and web corbel is completed, assemble the upper flange connection whole plate of the web corbel of the two side lower chords and web corbels, and single-side groove gasket welding is adopted between the upper flange connection whole plate and the end column and the side lower chord and web corbel;

[0009] After welding the middle lower chord and the belly rod bracket between the two side lower chords and the belly rod brackets, the lower chord and the belly rod bracket connection stiffener is welded between the three lower chords and the belly rod brackets by using gas shielded welding and single-sided groove lining welding;

[0010] The truss upper chord corbel structure without the upper chord corbel connecting stiffener plate is formed by integrally assembling and welding on the ground, and after the truss upper chord corbel structure without the second connecting stiffener plate is welded to the L-shaped steel plate shear wall structure, the upper chord corbel connecting stiffener plate is welded between the three upper chord corbels by using gas shielded welding and single-sided groove liner welding;

[0011] Assemble and weld the steel plate shear wall box-type brackets and the lap angle steels of the floor decking between floors, and spot weld the manhole plate adjacent to the manhole on the wall panel to form a composite node component;

[0012] The combined node component is hoisted as a whole to the installation position and calibrated, and 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, and then the manhole is sealed with a manhole plate.

[0013] In some embodiments, the step of assembling to form an 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 frame, and the wall panel and the end column panel located at the connection node of the truss upper chord corbel structure, the truss lower chord and the web corbel structure in the lower panel are made of an integrated plate, and the side lower chord and web side plate are the parts of the integrated plate extending to the outside of the end column;

[0015] The inner wall plate of the end column and the transverse partition plate are welded to the lower panel by single-sided groove welding of the liner;

[0016] Welding the upper panel of the L-shaped steel plate shear wall structure to the inner wall plate of the end column and the transverse partition plate;

[0017] The vertical stiffener and tie plate of the steel plate shear wall are welded by the gradual withdrawal and welding process, wherein the vertical stiffener is welded by backing welding and the tie plate is welded by fillet weld;

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

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

[0020] In some of the embodiments, the end column inner wall plate and the transverse partition plate are welded to the lower panel by single-sided groove welding of the gasket.

[0021] In some of the embodiments, in the step of splicing and forming the lower panel of the L-shaped steel plate shear wall structure, the welding process adopts root cleaning welding.

[0022] In some of the embodiments, the transverse partitions and the inner wall panels of the end columns are both provided with concrete flow holes.

[0023] In some of the embodiments, in the process of welding side panels on both sides of the upper panel and the lower panel, gas shielded welding is first used to perform base welding on the main weld between the side panel and the panel, and then electroslag welding is used to weld the weld between the diaphragm and the side panel, and then gas shielded welding is used to fill the four main welds between the side panel and the panel, and finally submerged arc welding is used to perform cover welding on the four main welds between the side panel and the panel.

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

[0025] In some of the embodiments, the bevel of the weld seam between the upper flange connecting the entire plate and the end column is opened on the upper flange connecting the entire plate, and the bevel of the weld seam between the upper flange connecting the entire plate and the side lower chord and the web corbel is opened on the side lower chord and the web corbel.

[0026] In some of the embodiments, the middle lower chord and the web corbel are welded between the two side lower chords and the web corbel by using gas shielded welding and single-sided groove pad welding.

[0027] In some of the embodiments, the upper flange plate and the lower flange plate in the truss upper chord corbel structure are cut as a whole, the welding between the web plate and the upper and lower flange plates is root-clearing welding, and the web plate is provided with a K-shaped double-sided groove.

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

[0029] 1. The present invention adopts a reasonable assembly sequence, welding method and groove orientation to solve the problem of narrow welding operation space inside the node, ensure the manufacturing accuracy and welding quality of the component, and at the same time ensure the overall dimensional accuracy and aesthetic requirements of the component.

[0030] 2. The present invention solves the problem that the on-site end column cannot be welded through with the lower end column wall to bear force by setting a manhole in the steel plate shear wall, moving the sealing plate to avoid the manhole position, and setting the direction of the end column wall bevel. Compared with the conventional method, the end column welding process becomes a non-critical line process, which improves the convenience of construction, greatly shortens the construction period, and reduces the amount of on-site high-altitude welding. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] The present invention and its features, appearance and advantages will become more apparent by reading the detailed description of non-limiting embodiments with reference to the following drawings. The same reference numerals indicate the same parts in all the drawings. The drawings are not drawn to scale, and emphasis is placed on illustrating the subject matter of the present invention.

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

[0033] Figures 8 to 12 It is a schematic diagram of the process structure of assembling two side lower chords and a web corbel on both sides of the end column in this embodiment;

[0034] Fig.13 This is a schematic diagram of the structure of the middle lower chord and the belly rod corbel assembled on the ground in this embodiment;

[0035] Fig.14 It is a schematic diagram of welding the middle lower chord and the belly rod corbel between the two side lower chords and the belly rod corbel in this embodiment;

[0036] Fig.15 It is a structural schematic diagram of welding the sealing stiffener of the middle lower chord and the web corbel and the lower flange plate of the web corbel in this embodiment;

[0037] Fig.16 This is a schematic structural diagram of an upper flange plate with three web corbels welded in this embodiment;

[0038] Fig.17 It is a schematic diagram of welding the lower chord and the belly rod corbel connecting stiffener plate between the three lower chord and the belly rod corbel in this embodiment;

[0039] Fig.18 This is a structural schematic diagram of a truss upper chord corbel structure formed by assembling and welding without a second connecting stiffener in this embodiment;

[0040] Fig.19 This is a structural schematic diagram of welding a truss upper chord bracket structure without a second connecting stiffener to an L-shaped steel plate shear wall structure in this embodiment;

[0041] Fig. 20 Schematic diagram of the structure of welding the upper chord corbel connecting stiffener plate between the three upper chord corbels in this embodiment;

[0042] Fig.21 A schematic diagram of the structure in which the steel plate shear wall box-type corbels and the lap angle steels of the floor decking between floors are assembled and welded, and the manhole plate is spot welded next to the manhole in this embodiment;

[0043] Fig. 22 It is a schematic diagram of an angle of welding the combined node member and the lower structure in this embodiment;

[0044] Fig.23 This is a schematic diagram of another angle of welding the combined node member and the lower structure in this embodiment. DETAILED DESCRIPTION

[0045] The present invention is further described below with reference to the accompanying drawings and specific embodiments, but is not intended to be a limitation of the present invention.

[0046] like Figures 1 to 23 As shown, the present embodiment discloses a method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node component. Specifically, the steel plate shear wall, end column and truss connection composite node component includes 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 an inter-floor decking lap angle steel; the truss upper chord corbel structure, the truss lower chord and web member 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 an end column and two side steel plate shear walls respectively located on both sides of the end column; the truss upper chord corbel structure includes three upper chord corbels connected together, the truss lower chord and web member corbel structure includes three lower chord and web member corbels connected together, and the three lower The chord and web corbels are two side lower chord and web corbels located on both sides and the middle lower chord and web corbels located in the middle. Each lower chord and web corbel includes a lower chord corbel and a web corbel. The main panel of the steel plate shear wall and the end column in the corbel node area should be thickened and made into a whole plate according to the force requirements. Specifically, the truss lower chord and web corbel structure is located below the L-shaped steel plate shear wall structure, and the shape is box-shaped. The vertical wall panels of the lower chord and web corbel structure are made into a whole plate. The upper flanges of the three truss web corbels are connected to form a whole plate. The left and right side lower chord and web corbels corresponding to the lower chords and webs of the left and right trusses are welded to the steel plate shear wall and the end column. The middle lower chord and web corbels corresponding to the middle truss are welded to the left and right side lower chord corbels. The three lower chord and web corbels are connected to each other through closed connecting stiffeners and connected to the steel plate shear wall and the end column. The truss upper chord corbel structure is located above the L-shaped steel plate shear wall structure and is an H-shaped steel. The lower chord and upper and lower flanges of the web corbel corresponding to the upper chord of the three trusses are made into whole plates and connected to the steel plate shear wall and the end columns. The three lower chords and web corbels are connected and closed as a whole through the lower chord and web corbel connecting stiffener plates.

[0047] The steel plate shear walls and end columns in the corresponding areas of the above-mentioned corbels should be equipped with load-bearing transverse diaphragms, and the two vertical main wall panels inside the end columns should be provided with concrete flow holes. Box-type corbels are set on the outside of the steel plate shear walls for connection with other steel plate shear walls.

[0048] In order to ensure that the main wall panel inside the end column can be welded with the lower end column wall panel on site to bear the force, an elliptical manhole is set at the bottom of the steel plate composite shear wall near the end column. The elliptical manhole is 600mm high and 400mm wide. It should be able to ensure that the workers can lean their upper body through the elliptical manhole to operate the welding of the main wall panel of the end column. The sealing plate at the bottom of the steel plate shear wall moves up to avoid the manhole position, and the direction of the groove of the main wall panel inside the end column should be towards the direction of the manhole position to facilitate on-site welding.

[0049] Specifically, the manufacturing and construction method of the steel plate shear wall, end column and truss connection composite node component includes the following steps:

[0050] Step S1, assembling to form an L-shaped steel plate shear wall structure, and the L-shaped steel plate shear wall structure includes end columns, two side steel plate shear walls respectively located on both sides of the end columns, and a side lower chord and a web side plate fixedly connected to the lower part of one side of the end column, wherein the wall panels of the steel plate shear walls on both sides are connected with part of the end column panels by welding, and the wall panels and the end column panels located at the connection nodes of the truss upper chord corbel structure, the truss lower chord and the web corbel structure are all made of one-piece panels, the side lower chord and the web side plate are the parts of the one-piece panels extending to the outside of the end column, and each steel plate shear wall is provided with a manhole near the lower side.

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

[0052] Step S11, splicing to form the lower panel 1 of the L-shaped steel plate shear wall structure, and placing the lower panel 1 on the leveled frame, and the wall panel and the end column panel located at the connection node of the truss upper chord corbel structure, the truss lower chord and the web corbel structure in the lower panel 1 are made of an integral panel, and the side lower chord and the web side panel are the part of the integral panel extending to the outside of the end column; that is, the wall panel and the end column panel located at the connection node of the truss upper chord corbel structure, the truss lower chord and the web corbel structure and the side lower chord and the web side panel are an integrated whole panel.

[0053] like Figure 1 As shown, step S11 specifically includes: firstly, the first panel block 1-2 and the second panel block 1-5 of the steel plate shear wall are welded with the first panel block 1-3 and the second panel block 1-3 of the end column, and 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, and the welding is carried out by root cleaning welding. After the welding is completed, the lower panel 1 is placed on the leveled frame.

[0054] Step S12, welding the end column inner wall plate 2 and the first transverse partition plate 3 and the second transverse partition plate 4 to the lower panel 1 by using a gasket single-sided groove welding.

[0055] like Figure 2As shown, step 2 specifically includes: assembling and welding the end column inner wall plate 2, the first transverse partition plate 3 and the second transverse partition plate 4 with the lower panel 1; the head plate 4-5 at the bottom is moved up to avoid the position of the manhole 32. The second transverse partition plate 4 of the steel plate wall transverse partition is welded with the lower panel 1 by a gasket single-sided groove. The second transverse partition plate 4 includes a second transverse partition plate 1 4-1, a second transverse partition plate 2 4-2, a second transverse partition plate 3 4-3, and a second transverse partition plate 4 4-4). Due to the limited welding space, the groove direction is toward the side with larger space.

[0056] Step S13: Figure 3 As shown, the upper panel 6 of the L-shaped steel plate shear wall structure is assembled, and 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 to the end column inner wall plate 2 and the transverse partition 3.

[0057] Step S14: Figure 4 As shown, the vertical stiffener 8 and the gusset plate 5 inside the steel plate shear wall are welded by a gradual withdrawal and welding process, wherein the vertical stiffener 8 is welded by backing welding with the groove direction facing outward, and the gusset plate 5 is welded by fillet weld.

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

[0059] Specifically, the assembly welding of the side panels on both sides is first performed. Gas shielded welding is first used to prime 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, and 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 that the final welds are beautiful.

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

[0061] Step S2, such as Figures 8 to 12 As shown, two side lower chords and a belly rod corbel are assembled on both sides of the end column.

[0062] Specifically, the above step S2 specifically includes:

[0063] Step S21, as Figure 8 As shown, the upper and lower flange plates 11 and partitions (inner partition 13 and outer partition 12) of the lower chord corbel are assembled and welded on the side lower chord and the web side plate 1. The welding is carried out by gas shielded welding and single-sided groove pad welding. The groove faces outward, and the space is larger, which is convenient for welding.

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

[0065] Step S23, as Fig.10 As shown, the lower flange plate 15 and the sealing plate 16 of the web corbel are assembled and welded between the two lower chords and the web side plates, and the upper flange is not assembled yet.

[0066] Step S24, as Fig.11 As shown, the same method as above is used to assemble and weld another side lower chord and the web corbel 17.

[0067] Step S25, as Fig.12 As shown, the upper flange of the web corbel of the two side lower chords and web corbels is connected to the whole plate 21, and the upper flange is connected to the whole plate and the end column and the side lower chord and web corbels are welded with a single-side groove pad; the upper flange connects the whole plate 21 and the two welds of the end column body, and the upper flange connects the whole plate 21 to open a groove, and the workers weld from the top. The weld between the flange and the corbel, the groove is opened on the corbel web, and the workers weld from the side. The groove direction is opened to the outside, which is convenient for welding.

[0068] Step S3, such as Figures 13 to 17 As shown, after the middle lower chord and the belly rod corbel are welded between the two side lower chords and the belly rod corbels, the lower chord and the belly rod corbel connecting stiffening plates (the first lower chord and the belly rod corbel connecting stiffening plate 24, the second lower chord and the belly rod corbel connecting stiffening plate 25) are welded between the three lower chords and the belly rod corbels; the welding adopts gas shielded welding, single-sided groove pad welding, the groove faces outward, the space is larger, and the welding is convenient.

[0069] Specifically, the steps of welding the middle lower chord and the web corbel between the two side lower chords and the web corbels specifically include:

[0070] like Fig.13As shown, the upper and lower flange plates 19 and the web plate 18 of the middle truss corbel are assembled and welded on the ground first, and the internal stiffener is not assembled temporarily so that the corbel and the main component can be welded; Fig.14 As shown, the assembled middle truss corbels are then assembled between the two side lower chords and the web corbels and welded. Gas shielded welding is used, and single-sided groove pad welding is used. The grooves of the upper and lower flange plates 19 face outwards, so the space is large and convenient for welding. The angles between the left and right webs 18 and the two corbel webs of the main member are acute and too small. The space is limited and the outer grooves are difficult to open. Therefore, the grooves of the left and right webs 18 are opened on the inside, and workers use gas shielded welding to weld from the inside. Fig.15 and 16 As shown, continue to assemble and weld the sealing stiffener 20 of the middle truss corbel and the lower flange 22 of the web corbel.

[0071] Step S4, such as Figures 18 to 20 As shown, a truss upper chord corbel structure without a second connecting stiffener is formed by overall assembly and welding on the ground, and after the truss upper chord corbel structure without an upper chord corbel connecting stiffener is welded to the L-shaped steel plate shear wall structure, the upper chord corbel connecting stiffener is welded between the three upper chord corbels by using gas shielded welding and single-sided groove pad welding.

[0072] Specifically, Fig.18 As shown, the truss upper chord corbel structure without a connecting stiffener is first assembled and welded on the ground. In the truss upper chord corbel structure, the upper flange plate 26 and the lower flange plate 27 are integrally cut, the welding of the web plate 28 and the lower flange is root-clearing welding, and the forming is beautiful. The web plate 28 is provided with a K-shaped double-sided groove. The connecting stiffener before the corbel is not assembled for the time being, so that the corbel and the main component can be welded.

[0073] like Fig.19 As shown, the assembled truss upper chord bracket structure is then assembled and welded to the L-shaped steel plate shear wall structure. The upper flange plate 26, the lower flange plate 27 and the web plate 28 are welded to the L-shaped steel plate shear wall structure by root cleaning welding, and the shape is beautiful.

[0074] like Fig. 20 As shown, the upper chord bracket is then assembled to connect the stiffening plate 29 and welded. The welding adopts gas shielded welding and single-sided groove pad welding. The groove faces the outside, and the space is large, which is convenient for welding.

[0075] Step S5, such as Fig.21 As shown, the steel plate shear wall box-type corbel 30 and the inter-floor floor deck lap angle steel 31 are assembled and welded, and the manhole plate 33 is spot welded on the wall panel adjacent to the manhole 32 to form a combined node component, which is then sent to the site together.

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

[0077] Specifically, the component is hoisted as a whole to the installation position and calibrated on site. After the calibration, the transverse butt weld of the panel between the upper and lower sections is first completed, and the worker then sticks his upper body out to pass the butt weld of the upper and lower sections of the internal wall panel of the manhole welding end column. After the welding is completed and the flaw detection is passed, the manhole 32 is sealed with the manhole plate 33 and welded.

[0078] Those skilled in the art should understand that those skilled in the art can implement variations by combining the prior art and the above embodiments, which will not be described in detail here. Such variations do not affect the essential content of the present invention, and will not be described in detail here.

[0079] The above describes the preferred embodiments of the present invention. It should be understood that the present invention is not limited to the above-mentioned specific embodiments, and the devices and structures that are not described in detail should be understood to be implemented in a common manner in the art; any technician familiar with the art can use the above-disclosed methods and technical contents to make many possible changes and modifications to the technical solutions of the present invention without departing from the scope of the technical solutions of the present invention, or modify them into equivalent embodiments of equivalent changes, which 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 technical solutions of the present invention are still within the scope of protection of the technical solutions of the present invention.

Claims

1. A method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node component, characterized in that: 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 rod corbel structure, a steel plate shear wall box corbel and an inter-floor decking lap angle steel; the truss upper chord corbel structure includes three upper chord corbels connected together, the truss lower chord and web rod corbel structure includes three lower chord and web rod corbels connected together, and the three lower chord and web rod corbels are respectively two side lower chord and web rod corbels located on both sides and a middle lower chord and web rod corbel located in the middle, and each of the lower chord and web rod corbels includes a lower chord corbel and a web rod corbel; the method includes the following steps: Assemble to form an L-shaped steel plate shear wall structure, and the L-shaped steel plate shear wall structure includes an end column, two side steel plate shear walls respectively located on both sides of the end column, and a side lower chord and a web member side plate fixedly connected to the lower part of one side of the end column, wherein the wall panels of the steel plate shear walls on both sides are connected with part of the end column panels by welding, and the wall panels and the end column panels located at the connection nodes of the truss upper chord corbel structure, the truss lower chord and the web member corbel structure are all made of an integral plate, the side lower chord and the web member side plate are the parts of the integral plate extending to the outside of the end column, and each side of the steel plate shear wall is provided with a manhole near the lower side; Assemble the two side lower chords and the belly rod corbels on both sides of the end column; Among them, after welding the upper and lower flange plates and partitions of the lower chord corbel on the side lower chord and the web side plate, weld the other side lower chord and web side plate on the other side of the partition; then assemble the lower flange plate and sealing plate of the web corbel, and after welding the lower flange plate and sealing plate of the web corbel between the two lower chords and the web side plates, assemble the other side lower chord and web corbel, after the welding of the lower flange plate and sealing plate of the web corbel of the other side lower chord and web corbel is completed, assemble the upper flange connection whole plate of the web corbel of the two side lower chords and web corbels, and single-side groove gasket welding is adopted between the upper flange connection whole plate and the end column and the side lower chord and web corbel; After welding the middle lower chord and the belly rod bracket between the two side lower chords and the belly rod brackets, the lower chord and the belly rod bracket connection stiffener is welded between the three lower chords and the belly rod brackets by using gas shielded welding and single-sided groove lining welding; The truss upper chord corbel structure without the upper chord corbel connecting stiffener plate is formed by integrally assembling and welding on the ground, and after the truss upper chord corbel structure without the second connecting stiffener plate is welded to the L-shaped steel plate shear wall structure, the upper chord corbel connecting stiffener plate is welded between the three upper chord corbels by using gas shielded welding and single-sided groove liner welding; Assemble and weld the steel plate shear wall box-type brackets and the lap angle steels of the floor decking between floors, and spot weld the manhole plate adjacent to the manhole on the wall panel to form a composite node component; The combined node component is hoisted as a whole to the installation position and calibrated, and 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, and then the manhole is sealed with a manhole plate.

2. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 1, characterized in that: The steps of assembling to form an 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 frame, and the wall panel and the end column panel located at the connection node of the truss upper chord corbel structure, the truss lower chord and the web corbel structure in the lower panel are made of an integrated plate, and the side lower chord and web side plate are the parts of the integrated plate extending to the outside of the end column; Welding the end column inner wall plate and the transverse partition plate to the lower panel; Welding the upper panel of the L-shaped steel plate shear wall structure to the inner wall plate of the end column and the transverse partition plate; The vertical stiffener and tie plate of the steel plate shear wall are welded by the gradual withdrawal and welding process, wherein the vertical stiffener is welded by backing welding and the tie plate is welded by fillet weld; Side panels are welded on both sides of the upper panel and the lower panel to assemble and form a steel plate shear wall on one side, and one side of the side panel located on the end column side is provided with an extension plate, and the extension plate is a panel of the steel plate shear wall on the other side; The assembly welding process of the steel plate shear wall on the other side is carried out.

3. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 2, characterized in that: The end column inner wall plate and the transverse partition plate are welded to the lower panel by single-sided groove welding of the liner.

4. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 2, characterized in that: In the step of splicing and forming the lower panel of the L-shaped steel plate shear wall structure, the welding process adopts root cleaning welding.

5. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 2, characterized in that: The transverse partition plate and the inner wall plate of the end column are both provided with concrete flow holes.

6. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 2, characterized in that In the process of welding side panels on both sides of the upper panel and the lower panel, gas shielded welding is first used to perform base welding on the main weld between the side panel and the panel, and then electroslag welding is used to weld the weld between the diaphragm and the side panel. Thereafter, gas shielded welding is used to fill the four main welds between the side panel and the panel, and finally submerged arc welding is used to perform cover welding on the four main welds between the side panel and the panel.

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

8. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 1, characterized in that: The bevel of the welding seam between the upper flange connecting the whole plate and the end column is opened on the upper flange connecting the whole plate, and the bevel of the welding seam between the upper flange connecting the whole plate and the side lower chord and the web corbel is opened on the side lower chord and the web corbel.

9. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 1, characterized in that: Gas shielded welding and single-sided groove lining are used to weld the middle lower chord and the belly rod bracket between the two side lower chords and the belly rod bracket.

10. The method for manufacturing and constructing a steel plate shear wall, end column and truss connection composite node member as claimed in claim 1, characterized in that: The upper flange plate and the lower flange plate in the truss upper chord corbel structure are integrally cut, the welding between the web plate and the upper and lower flange plates is root-clearing welding, and the web plate is provided with a K-shaped double-sided groove.

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