Welding method for plug-type steel support for in-situ beam on highway

Abstract

The present invention relates to the technical field of bridge steel frames, and specifically relates to a welding method for an inserted plate steel support for a cast-in-place highway beam, comprising the following steps: first, welding a cross brace and a diagonal brace at a 60-degree angle, then welding a number of inserted plate groups, a cross frame closing plate, and an inserted plate group and a diagonal frame closing plate, then performing groove welding on the cross frame closing plate and the diagonal frame closing plate with the end faces of the cross brace and the diagonal brace respectively, and adjusting the distance between the two inserted plate groups to 989 mm, then welding a reinforcing plate inside the cross brace, and welding a number of compressive plates in front of and behind the reinforcing plate. By providing a steel support welded by a cross brace and a diagonal brace in an angular structure, and welding inserted plate groups at the front ends of the cross brace and the diagonal brace, the overall horizontal force of the present invention is borne by the tension of threaded steel bars, and the overall vertical force is borne by the shear resistance of the inserted plate groups. The inserted plate groups are divided into upper and lower supports to bear the vertical force respectively, dispersing the concentrated stress and effectively reducing the drawback of excessive local stress at a single support in the past, and having practical value.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge steel frames, and specifically to a welding method for an inserted plate steel support for a cast-in-place highway beam. Background Art

[0002] As a construction form of a bridge, a cast-in-place box girder often adopts a hollow support. The structural form from bottom to top is as follows: pier body attached corbel (or support steel pipe), transverse bridge bearing steel, longitudinal bridge Bailey beam or section steel, transverse bridge section steel distribution beam, disc buckle support, top support secondary distribution beam, bottom formwork system. The common practices for hollow supports are the "steel bar method" of reserving holes in the pier column to pass steel bars, the "anchor plate method" of welding triangular corbels on the anchor plate after pre-embedding the anchor plate, the "support steel pipe method" of using vertical support steel pipes, and the "section steel method" of reserving holes to pass section steel.

[0003] The patent application number CN202122060380.6 discloses an assembled steel corbel for a circular steel pipe column. The utility model is first fixed to the circular steel pipe column by welding; then fixed together by welding to form a complete steel corbel; the complete steel corbel is divided into multiple components, which can reduce the hoisting volume of a single component and also reduce the hoisting mass, so that a small crane can be used to complete the hoisting, reducing the hoisting cost and the labor intensity of workers, and flexibly solving the problem of the installation and positioning of the steel corbel.

[0004] As an important transfer node for bearing the entire upper load, whether the bearing performance of the corbel meets the requirements is related to the construction quality of the cast-in-place beam and the safety of the support system. In the prior art, the "steel bar method" corbel has insufficient stiffness, large deformation, and greater potential safety hazards; the "anchor plate method" requires on-site welding, and the weld quality is difficult to control, the on-site working conditions are poor, and the height is inaccessible; the "support steel pipe method" requires foundation reinforcement treatment and attachment connection to the pier body, and the construction difficulty is also large, the working conditions are poor, and the assembly height of the steel pipe is inaccessible; the "section steel method" also requires reserved holes, the overall stiffness is small, and the most fatal weakness is that the hole section is large, inevitably cutting off the main reinforcement of the pier column. The above utility model has the defect of small overall stiffness like the "section steel method" by opening a number of first through holes and rebar passing holes for inserting a number of steel bars. Summary of the Invention

[0005] In order to overcome the defects in the prior art, the purpose of the present invention is to provide a welding method for an inserted plate steel support for a cast-in-place highway beam to solve the problems raised in the above background art.

[0006] To achieve the above purpose, the present invention provides a welding method for an inserted plate steel support for a cast-in-place highway beam, including the following steps:

[0007] S1. First, weld the bottom surface of the rear end of the cross brace and the top end of the diagonal brace at an angle of 55 - 60 degrees to form a steel bracket.

[0008] S2. Then, weld two steel plates with a thickness of 40 mm close to each other, and sandwich and weld a steel plate with a thickness of 9 - 10 mm in the middle to form an insert plate group, and then weld another insert plate group.

[0009] S3. At the same time, align one end of the steel plate with a thickness of 9 - 10 mm with one end of the two steel plates with a thickness of 40 mm, and control the length of the steel plate with a thickness of 9 - 10 mm to be less than that of the steel plate with a thickness of 40 mm.

[0010] S4. Then, pass one end of the gap of an insert plate group through the middle of the end face of the cross frame sealing plate and perform bevel welding.

[0011] S5. Next, pass one end of the gap of the other insert plate group through the middle of the top face of the diagonal frame sealing plate and perform bevel welding, and cut the gap end of this insert plate group into an inclined plane.

[0012] S6. Then, insert the gap end of the insert plate group in step S4 into the vertical rib plate of the cross brace, and align the cross frame sealing plate with the end face of the cross brace. Then, perform bevel welding on all the contact seams between the insert plate group and the cross brace.

[0013] S7. Perform bevel welding on the insert plate group and the diagonal frame sealing plate in step S5 and the lower end face of the diagonal brace according to the operation in step S6.

[0014] S8. Check and adjust the distance between the two insert plate groups above and below to be 989 mm.

[0015] S9. Then, perform bevel welding on the side of the web and the positioning plate at a right angle, and weld four groups.

[0016] S10. Then, weld the four groups of webs and positioning plates in step S9 to both sides of the vertical rib plate of the cross brace, and weld the positioning plate to the insert plate group at the end of the cross brace.

[0017] S11. Next, weld a pair of reinforcing plates in the middle of the cross brace and away from the insert plate group.

[0018] S12. Then, weld several compression plates at equal intervals in front of and behind the reinforcing plate and distribute them along the inner side of the top of the cross brace.

[0019] S13. The thickness and width of all welds shall not be less than 12 mm, and electrodes not lower than E5015 type grade shall be used.

[0020] The steel support in step S1 includes a cross brace and a diagonal brace in an H shape. The top end of the diagonal brace is welded to the bottom surface of the rear end of the cross brace and forms an angle of 55 - 60 degrees. A cross brace cover plate and a diagonal brace cover plate are respectively welded to the front end of the cross brace and the front end of the diagonal brace. Plug plate groups penetrate through the middle parts of the end faces of the cross brace cover plate and the diagonal brace cover plate, and groove welding is performed at the connection. The plug plate group is composed of two steel plates with a thickness of 40 mm and one steel plate with a thickness of 9 - 10 mm welded in a sandwich shape.

[0021] As a further improvement of this technical solution, the cross brace, the diagonal brace, and the steel plates are all made of Q345 steel. The distance between the parallel planes of the cross brace is 400 mm, the distance between the parallel planes of the diagonal brace is 340 mm, and the intermediate rib plates of the cross brace and the diagonal brace are arranged vertically.

[0022] As a further improvement of this technical solution, the width of the plug plate group is 180 mm. The exposed length after the plug plate group is welded to the cross brace cover plate is 240 - 250 mm, the exposed length after the plug plate group is welded to the diagonal brace cover plate is 240 - 250 mm, and the length that the plug plate group passes through the cross brace cover plate is 178 - 180 mm.

[0023] As a further improvement of this technical solution, a reinforcing plate is welded to the middle part of the cross brace, and the distance between the reinforcing plate and the rear end of the cross brace is 284 - 285 mm.

[0024] As a further improvement of this technical solution, a web plate is welded to the inner side of the front end of the cross brace, a positioning plate is welded to the side of the web plate facing the plug plate group, and the thicknesses of the web plate and the positioning plate are 12 mm.

[0025] As a further improvement of this technical solution, a number of compression plates are welded at equal intervals along the length direction on the inner side of the top of the cross brace, and the compression plates are in a triangular block structure.

[0026] As a further improvement of this technical solution, the inner end of the plug plate group located at the lower end of the diagonal brace is provided with an inclined surface, and the inclined surface is welded to the inner inclined surface of the diagonal brace.

[0027] As a further improvement of this technical solution, pull rod holes are symmetrically opened on the end face of the cross brace cover plate. A pair of the pull rod holes are symmetrically arranged with respect to the vertical rib plate of the cross brace, and threaded steel bars are inserted into the pull rod holes.

[0028] As a further improvement of this technical solution, the inner diameter of the pull rod hole is 32 mm, and the distance between a pair of the pull rod holes is 206 - 210 mm.

[0029] Compared with the prior art, the beneficial effects of the present invention:

[0030] 1. In the welding method of the plug - type steel support for in - situ beams on the highway, a steel support welded at an angle by a cross - brace and a diagonal brace is provided. A plug - plate group is welded at the front ends of the cross - brace and the diagonal brace. The overall horizontal force is borne by the tension of threaded steel bars, and the overall vertical force is borne by the shear resistance of the plug - plate group. The plug - plate group is divided into upper and lower fulcrums to bear the vertical force respectively, dispersing the concentrated stress and effectively reducing the drawback of excessive local stress at a single fulcrum in the past, which has practical value.

[0031] 2. In the welding method of the plug - type steel support for in - situ beams on the highway, through calculation and engineering practice of the steel plug - type steel support, it is ensured that the overall deformation index, the bearing index of the steel section bars, and the bearing index of the embedded tie bars of the steel support all meet the specification requirements. The plug - type steel support is fabricated in the factory, ensuring the welding quality. The on - site installation is simple, reducing the labor intensity and danger of high - altitude operations, and improving the construction efficiency.

[0032] 3. In the welding method of the plug - type steel support for in - situ beams on the highway, a cross - frame sealing plate with a tie - bar hole is provided, and a hole for passing the tie - bar is reserved in the bridge cylindrical pier without sacrificing the cut - off of the pier column steel bars. When bearing, the pier column is in a balanced compression state, ensuring the quality and safety of the pier column. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] The drawings described herein are for illustrative purposes only and are not intended to limit the scope of the disclosure of the present invention in any way. Additionally, the shapes and proportional dimensions of the components in the drawings are only schematic and are used to assist in understanding the present invention, rather than specifically defining the shapes and proportional dimensions of the components of the present invention. Those skilled in the art can, under the teaching of the present invention, select various possible shapes and proportional dimensions according to specific circumstances to implement the present invention.

[0034] Figure 1 It is a schematic structural diagram of the overall welded and formed structure for Embodiment 1;

[0035] Figure 2 It is a structural plan view of the overall installation on the bridge pier column for Embodiment 1;

[0036] Figure 3 It is a partial installation structural plan view of the overall structure for Embodiment 1;

[0037] Figure 4 For Figure 3 The cross - sectional view at A in

[0038] Figure 5 For Figure 3 The cross - sectional view at B in

[0039] Figure 6 It is the force analysis diagram of the plug - plate group at the cross - frame sealing plate for Embodiment 1;

[0040] Figure 7 Force analysis diagram of the plug plate group at the inclined frame sealing plate in Embodiment 1.

[0041] The meanings of each label in the figure are as follows:

[0042] 100, cross brace frame; 101, web; 102, stiffening plate; 103, compression plate; 200, inclined brace frame;

[0043] 300, plug plate group; 310, positioning plate;

[0044] 400, cross frame sealing plate; 410, tie rod hole; 420, threaded steel bar; 500, inclined frame sealing plate. Detailed implementation manners

[0045] Combined with the description of the specific implementation manners of the present invention and the accompanying drawings, the details of the present invention can be understood more clearly. However, the specific implementation manners of the present invention described herein are only for the purpose of explaining the present invention and cannot be understood in any way as a limitation of the present invention. Under the teaching of the present invention, those skilled in the art can conceive any possible deformations based on the present invention, and all of these should be regarded as belonging to the scope of the present invention. It should be noted that when an element is referred to as being "disposed on" another element, it can be directly on the other element or there can also be an intermediate element. When an element is considered to be "connected" to another element, it can be directly connected to the other element or there may be an intermediate element at the same time. The terms "mounted", "connected" and "coupled" should be understood in a broad sense. For example, it can be a mechanical connection or an electrical connection, or it can also be the communication inside two elements. It can be directly connected or indirectly connected through an intermediate medium. For those of ordinary skill in the art, the specific meanings of the above terms can be understood according to specific situations. Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by those skilled in the technical field to which this application belongs.

[0046] The orientation or positional relationship indicated by the terms "central axis", "longitudinal", "transverse", "length", "width", "thickness", "vertical", "horizontal", "front", "rear", "upper", "lower", "left", "right", "top", "bottom", "inner", "outer", etc. used herein is based on the orientation or positional relationship shown in the accompanying drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus cannot be understood as a limitation of the present invention. In addition, in the description of the present invention, the meaning of "several" is two or more unless otherwise specifically defined.

[0047] Embodiment 1

[0048] Please refer to Figures 1-5As shown in the figure, the present invention provides a welding method for an inserted plate type steel support for a cast-in-place beam on a highway, comprising the following steps:

[0049] S1. First, weld the bottom surface of the rear end of the cross brace 100 and the top end of the inclined brace 200 at an angle of 55 - 60 degrees to form a steel support.

[0050] S2. Then, weld two steel plates with a thickness of 40 mm close to each other, and sandwich and weld a steel plate with a thickness of 9 - 10 mm in the middle to form an inserted plate group 300. Then, weld another inserted plate group 300. Install a pair of inserted plate groups 300 for each cylindrical pier, and they are radially symmetrically distributed.

[0051] S3. At the same time, align one end of the steel plate with a thickness of 9 - 10 mm with one end of the two steel plates with a thickness of 40 mm, and control the length of the steel plate with a thickness of 9 - 10 mm to be less than that of the steel plate with a thickness of 40 mm, so that the gap section of the inserted plate group 300 is clamped and matched with the vertical rib plates of the cross brace 100 and the inclined brace 200, facilitating stability after installation and thus facilitating stable welding.

[0052] S4. Then, pass one end of the gap of an inserted plate group 300 through the middle of the end face of the cross frame sealing plate 400 and perform bevel welding, that is, staggered overlapping welding.

[0053] S5. Next, pass one end of the gap of another inserted plate group 300 through the middle of the top surface of the inclined frame sealing plate 500 and perform bevel welding, and cut the gap end of this inserted plate group 300 into an inclined surface to fit the inclined surface of the inclined brace 200 for welding.

[0054] S6. Then, insert one end of the gap of the inserted plate group 300 in step S4 into the vertical rib plate of the cross brace 100, and align the cross frame sealing plate 400 with the end face of the cross brace 100. Then, perform bevel welding on all the contact seams between the inserted plate group 300 and the cross brace 100.

[0055] S7. Perform bevel welding on the lower end face of the inserted plate group 300 and the inclined frame sealing plate 500 in step S5 according to the operation in step S6.

[0056] S8. Check and adjust the distance between the two inserted plate groups 300 above and below to be 989 mm.

[0057] S9. Then, perform bevel welding on the side of the web 101 and the positioning plate 310 at a right angle, and weld four groups.

[0058] S10. Then, weld the four groups of webs 101 and positioning plates 310 in step S9 to both sides of the vertical rib plate of the cross brace 100, and weld the positioning plate 310 to the inserted plate group 300 at the end of the cross brace 100, thereby increasing the bearing capacity at the connection between the inserted plate group 300 and the cross brace 100, that is, increasing the compressive resistance of the cross brace 100 near the end of the cylindrical pier.

[0059] S11. Next, weld a pair of reinforcing plates 102 to the middle of the cross brace 100 and away from the plug plate group 300. The reinforcing plate 102 is directly above the top end of the diagonal brace 200 to increase the resistance to the reaction pressure of the diagonal brace 200 on the cross brace 100.

[0060] S12. Then, weld a number of compression plates 103 at equal intervals in front of and behind the reinforcing plate 102 and distribute them along the inner side of the top of the cross brace 100 to enhance the bending resistance of the horizontal steel plate at the top of the cross brace 100.

[0061] S13. The thickness and width of all welds shall not be less than 12 mm, and electrodes not lower than E5015J507 grade shall be used. The welds shall not have defects such as cracks, pores, slag inclusions, and welding beads, and shall pass flaw detection before use.

[0062] The steel support in step S1 includes a cross brace 100 and a diagonal brace 200 in the shape of an H. The top end of the diagonal brace 200 is welded to the bottom surface of the rear end of the cross brace 100 and forms an angle of 55 - 60 degrees. A cross frame sealing plate 400 and a diagonal frame sealing plate 500 are respectively welded to the front end of the cross brace 100 and the front end of the diagonal brace 200. The plug plate group 300 penetrates through the middle of the end faces of the cross frame sealing plate 400 and the diagonal frame sealing plate 500, and groove welding is performed at the connection. The plug plate group 300 is composed of two steel plates with a thickness of 40 mm and one steel plate with a thickness of 9 - 10 mm welded in a sandwich shape.

[0063] In this embodiment, when processing the cross frame sealing plate 400 and the diagonal frame sealing plate 500, it should be noted that the processing arc of their outer end faces needs to match the outer side arc of the bridge cylindrical pier for fitting installation; if it is a rectangular pier, the arc surface problem does not need to be considered.

[0064] Specifically, the cross brace 100, the diagonal brace 200, and the steel plates are all made of Q345 steel. The distance between the parallel planes of the cross brace 100 is 400 mm, the distance between the parallel planes of the diagonal brace 200 is 340 mm, and the middle stiffener plates of the cross brace 100 and the diagonal brace 200 are arranged vertically.

[0065] Specifically, the width of the plug plate group 300 is 180 mm. The exposed length of the plug plate group 300 after welding with the cross frame sealing plate 400 is 240 - 250 mm, which is used to insert into the cylindrical pier to form a supporting effect. The exposed length of the plug plate group 300 after welding with the diagonal frame sealing plate 500 is 240 - 250 mm, which is used to insert into the bridge cylindrical pier to form a supporting effect. The length of the plug plate group 300 passing through the cross frame sealing plate 400 is 178 - 180 mm, so as to increase the welding area of the plug plate group 300 in contact with the cross brace 100, and further enhance the compressive capacity of the end of the cross brace 100.

[0066] Further, a reinforcing plate 102 is welded to the middle of the cross bracing frame 100, and the distance between the reinforcing plate 102 and the rear end of the cross bracing frame 100 is 284 - 285 mm.

[0067] In addition, a web plate 101 is welded to the inner side of the front end of the cross bracing frame 100, and a positioning plate 310 is welded to the side of the web plate 101 facing the insertion plate group 300. The thickness of the web plate 101 and the positioning plate 310 is 12 mm. The web plate 101 is attached to the side of the vertical rib plate of the cross bracing frame 100 and welded, and the positioning plate 310 is perpendicularly welded to the inner end side of the insertion plate group 300, thereby further increasing the overall strength of the end of the cross bracing frame 100.

[0068] Further, a number of compression plates 103 are welded at equal intervals along the length direction on the inner side of the top of the cross bracing frame 100. The compression plates 103 are triangular block structures, so that the horizontal steel plate on the top surface of the cross bracing frame 100 obtains a stable structure and avoids deformation. An inclined surface is provided at the inner end of the insertion plate group 300 at the lower end of the diagonal bracing frame 200, and the inclined surface is welded to the inner inclined surface of the diagonal bracing frame 200.

[0069] It should be noted that pull rod holes 410 are symmetrically provided on the end face of the cross frame sealing plate 400. A pair of pull rod holes 410 are symmetrically arranged with respect to the vertical rib plate of the cross bracing frame 100, and threaded steel bars 420 are inserted into the pull rod holes 410. The inner diameter of the pull rod holes 410 is 32 mm, and the distance between a pair of pull rod holes 410 is 206 - 210 mm.

[0070] In this embodiment, before the insertion type steel support is installed, that is, during the construction of the bridge pier, a steel sleeve for passing through the threaded steel bar 420 and a pre-buried box for placing the insertion plate group 300 should be pre-buried in advance. The diameter of the steel sleeve is 60 mm, and it should be able to conveniently pass through the Φ32 mm precision rolled threaded steel bar 420. The size of the pre-buried box is an iron box or a wooden box with dimensions of 10×20×27 cm, and the center distance between the upper and lower pre-buried boxes is 989 mm; a layer of steel wire mesh with a wire diameter of 18 mm and a side length of 10 cm should be provided on the upper and lower surfaces of the pre-buried box area for reinforcement, and the horizontal range is 50×70 cm;

[0071] During installation, first pass a pair of Φ32 mm threaded steel bars 420 through a steel sleeve pre-buried in a cylindrical pier, and then insert their two ends into a pair of pull rod holes 410 of two insertion plate groups 300 respectively, and threadedly connect nuts to the ends of the threaded steel bars 420, and the other end is tensioned until the calculated tonnage is reached to complete; among them, the tensioning can be completed by using a foot support type 60 t through-hole jack, and this jack is small, light and portable; during installation, the upper and lower support insertion plate groups 300 should be precisely fitted with the bearing surface of the cylindrical pier, and the gaps should be padded with thin steel plates to make the supports fully stressed and evenly stressed.

[0072] Embodiment 2

[0073] Please refer to Figure 6 andFigure 7 As shown in the figure, the present invention provides a load force analysis for verifying the plug-in steel bracket in Embodiment 1 to determine that the force of the plug-in steel bracket meets the requirements. The specific calculation is as follows:

[0074] The concrete of the box girder outside the pier body section is considered to be supported by the bracket, and a combination coefficient of 1.2 is considered at the same time (Code for Loads on Building Structures, GB 50009-2012). The concrete load is calculated by multiplying the cumulative thickness (m) of the concrete in the vertical plane of the box girder section by 26 KN / M 3 , and then adding the self-weight of the formwork, temporary construction load, etc., and loading it onto the secondary distribution beam as a line load. The internal force is calculated by Midas software; during the calculation process, the self-weight of the bracket is automatically included in the software by multiplying the self-weight by the corresponding coefficient.

[0075] Table 2: Material Load Value Table

[0076]

[0077] Table 3: Load Combination Coefficient Value Table

[0078]

[0079] For the convenience of modeling and calculation, the load is simplified as a line load and directly loaded onto the secondary distribution beam for calculation in one go according to the cross-section below. The model is established using Midas civil2021.

[0080] The connection between the cylindrical pier and the plug-in steel bracket, the connection between the Bailey truss ( Figure 2 the steel frame at the bottom layer of the middle cylindrical pier) and the cylindrical pier, and the connection between the distribution beam (the steel frame above the Bailey truss) and the Bailey truss all adopt general elastic connections; the main girder of the Bailey truss uses beam elements, and the rotational degree of freedom around the y-y cross-section of the beam element is released. The plug-in steel bracket uses general supports and releases all rotational degrees of freedom. The following mainly analyzes the force condition of the plug-in steel bracket, so the calculation process of its upper bracket and distribution beam is omitted.

[0081] As Figure 6 , calculated by Midas software, for the shear check of the upper support point of the plug-in plate:

[0082] The maximum support reaction force R = 1435.9 KN, FY = -714.4 KN.

[0083] Shear check of the plug-in pier column plug-in plate group:

[0084] τ = 1425.1×1000 / (180×40×2) = 99.7 MPa < [τ] = 125 MPa, that is, it meets the requirements.

[0085] The tensile force in the Y direction is -709.72 KN. The tensile force on each high-strength threaded bar is 354.9 KN. The single-bar resistance calculated according to the standard value of the tensile strength is 748 KN. When using high-strength threaded bars with a specification of 2×Φ32, the tensile force meets the requirements.

[0086] As Figure 7 , calculated by Midas software, for the shear resistance check of the shear key at the lower support point:

[0087] The maximum support reaction force R = 1398.2 KN.

[0088] τ = 1398.2×1000 / (180×40×2)

[0089] = 97.1 MPa < [τ] = 125 MPa

[0090] That is, it meets the requirements.

[0091] Through the above calculations, the forces on the shear-key type steel supports of the Bailey beams meet the requirements of the Safety Technical Code for Building Construction Formwork, JGJ162 - 2008.

[0092] The use of this shear-key type open-web support has a very good effect. The disk couplings also serve as unloading and elevation adjustment tools. This shear-key type steel support is convenient and fast to install. Compared with the "steel bar type" corbel, it gives a visual sense of stability and reliability. Compared with the "supporting steel pipe method", it uses less materials and has higher efficiency. Compared with the "anchor plate method", it has better reliability. Due to the action of the diagonal braces, its deformation is greatly reduced, and the actual measured values are all less than 2 mm, achieving better results than traditional corbels such as the "steel bar type".

[0093] For all articles and references disclosed, including patent applications and publications, they are incorporated herein by reference for various purposes. The term "consisting essentially of" describing a combination shall include the identified elements, components, parts or steps and other elements, components, parts or steps that do not substantially affect the basic novel features of the combination. The use of the terms "comprising" or "including" to describe the combinations of elements, components, parts or steps herein also contemplates embodiments consisting essentially of these elements, components, parts or steps. By using the term "may" herein, it is intended to indicate that any attribute described as "may" included is optional. Multiple elements, components, parts or steps can be provided by a single integrated element, component, part or step. Alternatively, a single integrated element, component, part or step can be divided into separate multiple elements, components, parts or steps. The disclosure of "a" or "an" used to describe an element, component, part or step does not mean to exclude other elements, components, parts or steps.

[0094] The above embodiments are only for illustrating the technical concept and features of the present invention, and the purpose is to enable those skilled in the art to understand the content of the present invention and implement it accordingly. It is not intended to limit the protection scope of the present invention. Any equivalent changes or modifications made according to the spirit of the present invention should be covered within the protection scope of the present invention.

Claims

1. A welding method for an inserted plate steel support used in in-situ beams on highways, characterized in that: It includes the following steps: S1. First, weld the bottom surface of the rear end of the cross brace (100) and the top end of the diagonal brace (200) at an angle of 55 - 60 degrees to form a steel bracket; S2. Then, weld two steel plates with a thickness of 40 mm close to each other, and sandwich - weld a steel plate with a thickness of 9 - 10 mm in the middle, and then weld to form an insertion plate group (300), and then weld another insertion plate group (300); S3. At the same time, align one end of the steel plate with a thickness of 9 - 10 mm with one end of the two steel plates with a thickness of 40 mm, and control the length of the steel plate with a thickness of 9 - 10 mm to be less than that of the steel plate with a thickness of 40 mm; S4. Then, pass one end of the gap of an insertion plate group (300) through the middle of the end face of the cross - frame sealing plate (400) and perform bevel - groove welding; S5. Next, pass one end of the gap of another insertion plate group (300) through the middle of the top surface of the diagonal - frame sealing plate (500) and perform bevel - groove welding, and cut the gap end of this insertion plate group (300) into an inclined surface; S6. Then, insert the gap end of the insertion plate group (300) in step S4 into the vertical rib plate of the cross brace (100), and align the cross - frame sealing plate (400) with the end face of the cross brace (100), and then perform bevel - groove welding on all the contact seams between the insertion plate group (300) and the cross brace (100); S7. According to the operation in step S6, perform bevel - groove welding on the insertion plate group (300) and the diagonal - frame sealing plate (500) in step S5 and the lower end face of the diagonal brace (200); S8. Check and adjust the distance between the two insertion plate groups (300) above and below to be 989 mm; S9. Then, perform bevel - groove welding on the side of the web (101) and the positioning plate (310) at a right angle, and weld four groups; S10. Then, weld the four groups of webs (101) and positioning plates (310) in step S9 to both sides of the vertical rib plate of the cross brace (100), and weld the positioning plate (310) to the insertion plate group (300) at the end of the cross brace (100); S11. Next, weld a pair of reinforcing plates (102) in the middle of the cross brace (100) and away from the insertion plate group (300); S12. Then, weld several compressive plates (103) at equal intervals in front of and behind the reinforcing plate (102) and distribute them along the inner side of the top of the cross brace (100); S13. The thickness and width of all welds shall not be less than 12 mm, and electrodes of not less than E5015 (J507) type grade shall be used; The steel bracket in step S1 includes a cross brace (100) and a diagonal brace (200) in an H - shape. The top end of the diagonal brace (200) is welded to the bottom surface of the rear end of the cross brace (100) and forms an angle of 55 - 60 degrees. The front end of the cross brace (100) and the front end of the diagonal brace (200) are respectively welded with a cross - frame sealing plate (400) and a diagonal - frame sealing plate (500). The middle of the end faces of the cross - frame sealing plate (400) and the diagonal - frame sealing plate (500) are both penetrated by the insertion plate group (300) and bevel - groove welding is performed at the connection. The insertion plate group (300) is welded by two steel plates with a thickness of 40 mm and one steel plate with a thickness of 9 - 10 mm in a sandwich shape.

2. The welding method of the plug - type steel support for in - situ cast beams on roads according to claim 1, wherein: The cross bracing frame (100), the diagonal bracing frame (200) and the steel plate are all made of Q345 steel. The distance between the parallel planes of the cross bracing frame (100) is 400 mm, the distance between the parallel planes of the diagonal bracing frame (200) is 340 mm, and the intermediate rib plates of the cross bracing frame (100) and the diagonal bracing frame (200) are arranged vertically.

3. The welding method of the plug - type steel support for the cast - in - place beam on the road according to claim 1, characterized in that: The width of the plug plate group (300) is 180 mm. The exposed length after the plug plate group (300) is welded to the cross frame sealing plate (400) is 240 - 250 mm. The exposed length after the plug plate group (300) is welded to the diagonal frame sealing plate (500) is 240 - 250 mm. The length of the plug plate group (300) passing through the cross frame sealing plate (400) is 178 - 180 mm.

4. The welding method of the plug - type steel support for the cast - in - place beam on the road according to claim 1, characterized in that: A reinforcing plate (102) is welded in the middle of the cross bracing frame (100). The distance between the reinforcing plate (102) and the rear end of the cross bracing frame (100) is 284 - 285 mm.

5. The welding method of the plug - type steel support for in - situ highway beams according to claim 1, characterized in that: A web plate (101) is welded on the inner side of the front end of the cross bracing frame (100). A positioning plate (310) is welded on the side of the web plate (101) facing the plug plate group (300). The thicknesses of the web plate (101) and the positioning plate (310) are 12 mm.

6. The welding method of the plug - type steel support for in - situ cast highway beams according to claim 1, characterized in that: A number of compression plates (103) are welded at equal intervals along the length direction on the inner side of the top of the cross bracing frame (100). The compression plates (103) are of triangular block structure.

7. The welding method of the inserted plate steel support for the in-situ cast beam on the road according to claim 1, characterized in that: The inner end of the plug plate group (300) located at the lower end of the diagonal bracing frame (200) is provided with an inclined surface, and the inclined surface is welded to the inner inclined surface of the diagonal bracing frame (200).

8. The welding method of the plug-type steel support for in-situ cast beams on highways according to claim 1, characterized in that: Pull rod holes (410) are symmetrically formed on the end face of the cross frame sealing plate (400). A pair of the pull rod holes (410) are symmetrically arranged with respect to the vertical rib plate of the cross bracing frame (100). Threaded steel bars (420) are inserted into the pull rod holes (410).

9. The welding method of the plug - type steel support for the cast - in - place beam on the road according to claim 8, characterized in that: The inner diameter of the pull rod hole (410) is 32 mm. The distance between a pair of the pull rod holes (410) is 206 - 210 mm.

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