A steel truss beam end connection process

Abstract

The application discloses a steel truss beam end connection process and belongs to the technical field of steel bridge connection processes. The process comprises the following steps: inserting a male joint of a to-be-assembled beam section into a female joint of an already-assembled beam section; the female joint of the already-assembled beam section is provided with a jacking counterforce plate, the jacking counterforce plate is connected with a tension jacking device, and the male joint of the to-be-assembled beam section is jacked to the female joint of the already-assembled beam section through the tension jacking device; after the male joint of the to-be-assembled beam section is initially jacked, a plurality of locking shims are filled between the male joint of the to-be-assembled beam section and the female joint of the already-assembled beam section; the stiffening rib plate of the male joint of the to-be-assembled beam section is welded with the jacking counterforce plate, the top and bottom web plate of the male joint of the to-be-assembled beam section is welded with the jacking counterforce plate, and the edge position of the locking shim is welded. The application can improve the durability and safety of the steel truss beam connection interface and further improve the construction control precision of the main truss line shape.

Description

Technical Field

[0001] This invention relates to the field of steel bridge connection technology, and in particular to a steel truss girder end connection process. Background Technology

[0002] There are two main connection techniques for cantilever steel truss girder construction: welding and high-strength bolt connections. For welding, the weld width is difficult to control during construction, resulting in arbitrary azimuth angles in newly assembled girder segments and significant fluctuations in the overall bridge alignment. Furthermore, large-scale welding can generate substantial residual stress, affecting connection quality. For high-strength bolt connections, bolt alignment is cumbersome, sometimes requiring temporary drilling of some plates, delaying the construction period. Additionally, joints are often not perfectly tight, necessitating enhanced drainage design within the members. During operation, high-strength bolts are susceptible to failure under vehicle loads and other fatigue loads, with severe cases leading to nut failure and endangering traffic safety. Summary of the Invention

[0003] The present invention aims to at least partially solve one of the aforementioned technical problems in the prior art. To this end, embodiments of the present invention provide a steel truss girder end connection process, improving the durability and safety of the steel truss girder connection interface, and further enhancing the construction control accuracy of the main truss alignment.

[0004] The steel truss girder end connection process according to an embodiment of the present invention includes the following steps:

[0005] The male connector of the beam segment to be assembled is jacked into the female connector of the beam segment already assembled. The female connector of the beam segment already assembled has a socket for the male connector of the beam segment to be assembled to penetrate. The length of the male connector of the beam segment to be assembled is adapted to the male connector of the beam segment to be assembled. A stiffening rib is implanted inside the male connector of the beam segment to be assembled. The female connector of the beam segment already assembled is provided with a jacking reaction plate. The jacking reaction plate is connected to a tensioning jacking device. The male connector of the beam segment to be assembled is jacked towards the female connector of the beam segment already assembled through the tensioning jacking device.

[0006] After the male connector of the beam segment to be assembled is initially inserted, several locking pads are filled between the male connector of the beam segment to be assembled and the male connector of the beam segment to be assembled to eliminate the gap between the two.

[0007] The stiffening ribs of the male connector at the end of the beam segment to be assembled are welded to the jacking reaction plate, the top and bottom webs of the male connector at the end of the beam segment to be assembled are welded to the jacking reaction plate, and the edge of the locking pad is welded.

[0008] In an optional or preferred embodiment, the socket of the female connector of the pre-assembled beam segment is coated with lubricating oil to facilitate the smooth insertion of the male connector of the beam segment to be assembled.

[0009] In an optional or preferred embodiment, the thickness of the plate of the female connector at the end of the assembled beam segment is greater than the thickness of the plate of other parts of the assembled beam segment, and the length of the female connector at the end of the assembled beam segment is half the beam height.

[0010] In an optional or preferred embodiment, the plate strength of the male connector at the end of the beam segment to be assembled is higher than the plate strength of other parts of the beam segment to be assembled.

[0011] In an optional or preferred embodiment, the insertion direction of the female connector at the end of the pre-assembled beam segment faces downward along the longitudinal slope of the bridge, so as to ensure that rainwater at the joint position between the female connector at the end of the pre-assembled beam segment and the male connector at the end of the beam segment to be assembled can flow out naturally.

[0012] In an optional or preferred embodiment, the thickness of the locking pad is determined based on the gap between the male connector of the beam segment to be assembled and the female connector of the beam segment already assembled after the beam segment is positioned. After the locking pad is filled, it must be welded together with the male connector of the beam segment to be assembled and the female connector of the beam segment already assembled to prevent it from falling off.

[0013] In optional or preferred embodiments, during the filling process, different numbers of locking pads can be selected to eliminate gaps in the top, bottom, left, and right sides. The pads are slowly driven in to fine-tune the planar axis and vertical elevation of the newly assembled beam segment.

[0014] In an optional or preferred embodiment, the tensioning jacking device is a tensioning screw transmission mechanism. The tensioning screw transmission mechanism includes a screw connected to the jacking reaction plate and a gear transmission assembly disposed at the other end of the screw. The screw is rotated by the gear transmission assembly, thereby jacking the male connector of the beam segment to be assembled toward the female connector of the already assembled beam segment.

[0015] In an optional or preferred embodiment, the gear transmission assembly includes a large gear connected to the screw and a small gear meshing with the large gear, and the screw is driven to rotate by driving the small gear to rotate.

[0016] In an optional or preferred embodiment, the tensioning jacking device is a tensioning anchor cable jacking mechanism, which includes a plurality of anchor cables connected to the jacking reaction plate and a jack disposed at the other end of the anchor cables.

[0017] Based on the above technical solution, the embodiments of the present invention have at least the following beneficial effects: The above technical solution, by designing a male connector for the beam segment to be assembled and a female connector for the already assembled beam segment, and employing a connector-type connection and jacking process, utilizes a jacking reaction plate to arrange a tensioning and jacking device to complete the connector connection. After the connection is positioned, a locking pad is filled into the gap between the male connector for the beam segment to be assembled and the female connector for the already assembled beam segment, and then sealed by welding, enabling the connector to obtain greater load-bearing capacity. The present invention can improve the durability and safety of the steel truss girder connection interface, and further enhance the construction control accuracy of the main truss alignment. Attached Figure Description

[0018] The present invention will be further described below with reference to the accompanying drawings and embodiments;

[0019] Figure 1 This is a schematic diagram of the first structure connecting two steel truss beams in an embodiment of the present invention;

[0020] Figure 2 This is a schematic diagram of the structure of the female connector at the end of the spliced ​​beam segment in an embodiment of the present invention;

[0021] Figure 3 This is a schematic diagram of the second structure connecting two steel truss beams in an embodiment of the present invention;

[0022] Figure 4 This is a schematic diagram of the male connector at the end of the beam segment to be assembled in an embodiment of the present invention;

[0023] Figure 5 This is a schematic diagram of the jacking structure of two steel truss beams in an embodiment of the present invention;

[0024] Figure 6 This is a schematic diagram of the structure after the two steel trusses are connected in an embodiment of the present invention;

[0025] Figure 7 and Figure 8 This is a partial schematic diagram of the connection between the male connector at the end of the beam segment to be assembled and the female connector at the end of the already assembled beam segment in an embodiment of the present invention;

[0026] Figure 9 This is a perspective view of the tensioning screw transmission mechanism in an embodiment of the present invention;

[0027] Figure 10 This is a schematic diagram of the connection of two steel trusses being jacked up using a tensioning screw transmission mechanism in an embodiment of the present invention;

[0028] Figure 11 This is a perspective view of the tensioning anchor cable jacking mechanism in an embodiment of the present invention;

[0029] Figure 12 This is a schematic diagram of the connection of two steel trusses being jacked up using a tensioning anchor cable jacking mechanism in an embodiment of the present invention. Detailed Implementation

[0030] This section will describe in detail specific embodiments of the present invention. Preferred embodiments of the present invention are shown in the accompanying drawings. The purpose of the drawings is to supplement the textual description with graphics, so that people can intuitively and vividly understand each technical feature and overall technical solution of the present invention, but they should not be construed as limiting the scope of protection of the present invention.

[0031] In the description of this invention, it should be understood that the orientation descriptions, such as up, down, front, back, left, right, etc., are based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting this invention.

[0032] In the description of this invention, "several" means one or more, "more than" means two or more, "greater than," "less than," and "exceeding" are understood to exclude the stated number, while "above," "below," and "within" are understood to include the stated number. The use of "first" and "second" in the description is merely for distinguishing technical features and should not be construed as indicating or implying relative importance, or implicitly indicating the number of indicated technical features, or implicitly indicating the order of the indicated technical features.

[0033] In the description of this invention, unless otherwise explicitly defined, terms such as "setting," "installing," and "connecting" should be interpreted broadly, and those skilled in the art can reasonably determine the specific meaning of the above terms in this invention in conjunction with the specific content of the technical solution.

[0034] Reference Figure 1 and Figure 3 The invention presents a connection structure for two steel trusses, each comprising a first steel truss 10 and a second steel truss 20. The invention also discloses a steel truss end connection process for connecting the ends of the first steel truss 10 and the second steel truss 20, by connecting the male connector 21 of the section to be assembled at the end of the second steel truss 20 to the female connector 11 of the section already assembled at the end of the first steel truss 10.

[0035] The following reference Figures 1 to 12 A steel truss girder end connection process is presented, including the following steps:

[0036] S1, as Figure 5 The male connector 21 of the beam segment to be assembled is pushed into the female connector 11 of the already assembled beam segment.

[0037] Among them, reference Figure 2 The pre-assembled beam segment end female connector 11 has a socket 12 for the insertion of the unassembled beam segment end male connector 21, as shown in the figure. Figure 4A stiffening rib plate 22 is implanted inside the male connector 21 at the end of the beam segment to be assembled. The length of the male connector 21 at the end of the beam segment to be assembled is adapted to the length of the male connector 21 at the end of the beam segment to be assembled.

[0038] like Figure 2 The female connector 11 at the end of the assembled beam segment is equipped with a jacking reaction plate 13, and the jacking reaction plate 13 is connected to a tensioning jacking device. The male connector 21 at the end of the beam segment to be assembled is jacked towards the female connector 11 at the end of the assembled beam segment through the tensioning jacking device.

[0039] Specifically, this embodiment presents two types of tensioning and jacking devices.

[0040] Reference Figure 9 and Figure 10 The first type of tensioning and jacking device is a tensioning screw drive mechanism 40. The tensioning screw drive mechanism 40 includes a screw 41 connected to the jacking reaction plate 13 and a gear drive assembly located at the other end of the screw 41. The gear drive assembly rotates the screw 41, thereby jacking the male connector 21 of the beam segment to be assembled towards the female connector 11 of the already assembled beam segment. Furthermore, the gear drive assembly includes a large gear 42 connected to the screw 41 and a small gear 43 meshing with the large gear 42. Driving the small gear 43 to rotate drives the screw 41 to rotate.

[0041] Understandably, the gear transmission assembly is a labor-saving transmission mechanism that provides power for the rotation of the tensioning screw. It can be driven by low-power manpower, an electric motor, or an internal combustion engine. By rotating the small gear 43, the large gear 42 is driven, which in turn drives the screw 41 to rotate. The jacking reaction plate 13 is equipped with a nut that mates with the screw 41, forming a screw-nut mechanism. This pushes the male connector 21 of the beam segment to be assembled towards the female connector 11 of the already assembled beam segment. In this way, the connection construction of two steel truss girders in pedestrian overpasses and small-tonnage steel truss bridges below secondary highway level can be completed.

[0042] Reference Figure 11 and Figure 12 The second type of tensioning jacking device is a tensioning anchor cable jacking mechanism 50, which includes several anchor cables 51 connected to the jacking reaction plate 13 and a jack 52 set at the other end of the anchor cables 51.

[0043] Due to the high flexibility of the anchor cables, they cannot precisely guide the direction of the male connector at the end of the beam segment to be assembled. During tensioning, attention should be paid to the synchronization of the upper and lower chords, and the jacking speed should be controlled within a small range. The jack model should be selected according to the requirements for connecting large-tonnage steel truss girder joints, and after calibration, it should be used according to the requirements of special machinery.

[0044] Preferably, the socket 12 of the female connector 11 at the end of the pre-assembled beam segment is coated with lubricating oil to facilitate the smooth insertion of the male connector 21 at the end of the beam segment to be assembled.

[0045] S2, after the male connector 21 of the beam segment to be assembled is initially inserted, several locking shims 31 are inserted between the male connector 21 and the male connector 21 to be assembled, to eliminate the gap between them. Inserting the locking shims 31 completes the final positioning, forming... Figure 6 The structure shown is the result of connecting the two steel trusses, and can be referenced. Figure 7 and Figure 8 The state after the male connector of the beam segment to be assembled and the female connector of the assembled beam segment are connected.

[0046] The thickness of the locking pad 31 is determined based on the gap between the male connector 21 of the beam segment to be assembled and the female connector 11 of the beam segment already assembled after the beam segment is positioned. After the locking pad 31 is filled, it must be welded together with the male connector 21 of the beam segment to be assembled and the female connector 11 of the beam segment already assembled to prevent it from falling off.

[0047] During the filling process, locking pads 31 of different numbers can be selected to eliminate gaps in the top, bottom, left and right sides. They are slowly driven in to fine-tune the plane axis and vertical elevation of the new beam segment. The new beam segment is the beam segment to be assembled after the second steel truss beam is installed.

[0048] S3, weld the stiffening rib plate of the male connector 21 at the end of the beam segment to be assembled to the jacking reaction plate 13 on both sides; weld the top and bottom web plates of the male connector 21 at the end of the beam segment to be assembled to the jacking reaction plate 13 on one side; weld the edge of the locking pad 31.

[0049] Understandably, the steel truss girder end connection process employs a joint-type connection and a jacking process. Specifically, a joint-type connection is designed between the male connector 21 at the end of the girder segment to be assembled and the female connector 11 at the end of the already assembled girder segment. A tensioning and jacking device is used with a jacking reaction plate to complete the joint connection. After the connection is positioned, a locking pad 31 is filled into the gap between the male connector 21 at the end of the girder segment to be assembled and the female connector 11 at the end of the already assembled girder segment, and then sealed by welding to give the joint greater load-bearing capacity. The joint tolerances for the male connector at the end of the girder segment to be assembled and the female connector at the end of the already assembled girder segment can be adjusted according to the height difference between segments to ensure the accuracy of the assembly alignment.

[0050] In one embodiment of the present invention, the plate thickness of the female connector 11 at the end of the pre-assembled beam segment is greater than the thickness of the plate thickness of other parts of the pre-assembled beam segment. After being cut, it forms a socket 12 to facilitate the insertion of the male connector 21 at the end of the beam segment to be assembled. The length of the female connector 11 at the end of the pre-assembled beam segment is half the beam height, and no stiffening ribs are inserted inside the socket 12.

[0051] The plate strength of the male connector 21 at the end of the beam segment to be assembled is higher than that of the plate in other parts of the beam segment to be assembled, which can ensure the strength of the joint.

[0052] In the connection of the two steel trusses mentioned above, it is further preferred that the insertion port 12 of the female connector 11 of the pre-assembled beam segment faces downward along the longitudinal slope of the bridge, so as to ensure that rainwater at the joint position between the female connector 11 of the pre-assembled beam segment and the male connector 21 of the beam segment to be assembled can flow out naturally.

[0053] The embodiments of the present invention have been described in detail above with reference to the accompanying drawings. However, the present invention is not limited to the above embodiments. Within the scope of knowledge possessed by those skilled in the art, various changes can be made without departing from the spirit of the present invention.

Claims

1. A steel truss girder end connection process, characterized in that, Includes the following steps: The male connector of the beam segment to be assembled is jacked into the female connector of the beam segment already assembled. The female connector of the beam segment already assembled has a socket for the male connector of the beam segment to be assembled to penetrate. The length of the male connector of the beam segment to be assembled is adapted to the male connector of the beam segment to be assembled. A stiffening rib is implanted inside the male connector of the beam segment to be assembled. The female connector of the beam segment already assembled is provided with a jacking reaction plate. The jacking reaction plate is connected to a tensioning jacking device. The male connector of the beam segment to be assembled is jacked towards the female connector of the beam segment already assembled through the tensioning jacking device. After the male connector of the beam segment to be assembled is initially inserted, several locking pads are filled between the male connector of the beam segment to be assembled and the female connector of the beam segment already assembled to eliminate the gap between them. During the filling process, different layers of the locking pads are selected to eliminate the gaps in the top, bottom, left and right sides. They are slowly driven in to fine-tune the plane axis and vertical elevation position of the new beam segment. Weld the stiffening rib plate of the male connector at the end of the beam segment to be assembled to the jacking reaction plate, weld the top and bottom web plates of the male connector at the end of the beam segment to be assembled to the jacking reaction plate, and weld the edge of the locking pad. The insertion direction of the female connector at the end of the pre-assembled beam segment faces downward along the longitudinal slope of the bridge to ensure that rainwater at the joint position between the female connector at the end of the pre-assembled beam segment and the male connector at the end of the beam segment to be assembled can flow out naturally. The thickness of the locking pad is determined based on the gap between the male connector of the beam segment to be assembled and the female connector of the beam segment already assembled after the beam segment is positioned. After the locking pad is filled, it must be welded together with the male connector of the beam segment to be assembled and the female connector of the beam segment already assembled to prevent it from falling off.

2. The steel truss girder end connection process according to claim 1, characterized in that: The socket of the female connector at the end of the pre-assembled beam segment is coated with lubricating oil to facilitate the smooth insertion of the male connector at the end of the beam segment to be assembled.

3. The steel truss girder end connection process according to claim 1, characterized in that: The thickness of the plate at the end of the assembled beam segment is greater than the thickness of the plate in other parts of the assembled beam segment, and the length of the end of the assembled beam segment is half the beam height.

4. The steel truss girder end connection process according to claim 3, characterized in that: The plate strength of the male connector at the end of the beam segment to be assembled is higher than the plate strength of other parts of the beam segment to be assembled.

5. The steel truss girder end connection process according to any one of claims 1 to 4, characterized in that: The tensioning and jacking device is a tensioning screw transmission mechanism, which includes a screw connected to the jacking reaction plate and a gear transmission assembly disposed at the other end of the screw. The screw is rotated by the gear transmission assembly, thereby jacking the male connector of the beam segment to be assembled toward the female connector of the already assembled beam segment.

6. The steel truss girder end connection process according to claim 5, characterized in that: The gear transmission assembly includes a large gear connected to the screw and a small gear meshing with the large gear, and drives the screw to rotate by driving the small gear to rotate.

7. The steel truss girder end connection process according to any one of claims 1 to 4, characterized in that: The tensioning jacking device is a tensioning anchor cable jacking mechanism, which includes several anchor cables connected to the jacking reaction plate and a jack located at the other end of the anchor cables.

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