Opposite-pulling device for steel truss girder segment assembly and using method of opposite-pulling device

Abstract

The invention relates to an opposite-pulling device for assembling steel truss girder sections and a using method thereof.The opposite-pulling device comprises base assemblies installed on the two adjacent steel truss girder sections correspondingly, and each base assembly comprises two lug plates parallel to the longitudinal bridge direction and provided with a plurality of connecting holes; a connecting hole is formed in the position, corresponding to the lug plate, of the vertical plate, and the vertical plate is fixed to the lug plate through a fastener; in one base assembly, a first bearing plate is fixed between the two vertical plates, a second bearing plate is arranged on the side, away from the other base assembly, of the first bearing plate in parallel, the second bearing plate is movably arranged on the corresponding steel truss girder section, and a jack is arranged between the first bearing plate and the second bearing plate. A prestress connecting piece is fixedly connected between the second bearing plate and the adjacent base assembly. The structure is convenient and fast to construct and low in construction cost, construction of the bridge main body structure is hardly affected, and application and popularization on the steel truss bridge are facilitated.

Description

Technical Field

[0001] This application relates to the field of bridge engineering technology, and in particular to a tie rod device for assembling steel truss segments and its usage method. Background Technology

[0002] In the field of bridge construction, steel trusses are widely used due to their superior structural performance. However, traditional steel truss segmental assembly methods have some limitations. For example, the piecemeal assembly method is slow and inefficient, and the splicing quality is difficult to control, significantly affecting the bridge's alignment and internal force distribution. Furthermore, as bridge construction develops towards larger spans and more complex structures, higher demands are placed on the precision, efficiency, and quality of steel truss segmental assembly. Against this backdrop, the technology of steel truss segmental assembly with internal forces has emerged. This technology aims to better control the deformation and stress distribution of segments by applying certain internal forces during the assembly process, thereby improving assembly precision and efficiency, reducing the impact on the overall bridge structure during construction, and also helping to solve the stability and safety issues of large-span steel trusses during erection.

[0003] In the construction of traditional steel truss structures, the pre-camber is typically set by adjusting the length of the upper chord members or the spacing of the splice joints. This requires the upper chord members of the beam segments to withstand the internal forces generated by changes in length or spacing during assembly; this is known as assembly with internal forces. To complete the assembly of steel truss beam segments with internal forces, a safe and reasonable structural device must be provided on-site for segment tensioning. The reliability and practicality of this device directly affect the safety and construction efficiency of the beam segment assembly. Therefore, considering factors such as structural stress, construction operations, structural utilization, and construction costs, this invention patent is proposed to optimize the assembly process of steel truss beam segments with internal forces. Summary of the Invention

[0004] This application provides a tie rod device for assembling steel truss segments and its usage method to solve the problem in related technologies where improper assembly of steel truss segments causes adverse effects on bridge structures.

[0005] In a first aspect, a tie rod device for assembling steel truss segments is provided, comprising: A base assembly, respectively installed on two adjacent steel truss segments, the base assembly comprising: - Two ear plates are provided parallel to the longitudinal direction of the bridge, and multiple connection holes are provided on them; - A vertical plate with a connecting hole at a position corresponding to the ear plate, wherein the vertical plate is fixed to the ear plate by fasteners; In one of the base components, a first bearing plate is fixed between two vertical plates, and a second bearing plate arranged in parallel is provided on the side of the first bearing plate away from the other base component. The second bearing plate is movably mounted on the corresponding steel truss segment, and a jack is provided between the first bearing plate and the second bearing plate. A prestressed connector is fixedly connected between the second bearing plate and the adjacent base assembly.

[0006] In some embodiments, the prestressed connector includes: A fixing plate is disposed on the side of the first bearing plate away from the second bearing plate and located on the adjacent base assembly, and is fixedly connected between the two vertical plates; Multiple prestressed steel strands are provided and symmetrically arranged on both sides of the jack. They pass through the first bearing plate and are anchored at both ends to the second bearing plate and the fixed plate, respectively. And / or, a pad is fixedly installed on the steel truss segment, and the second bearing plate is movably disposed on the pad.

[0007] In some embodiments, a plurality of horizontally arranged stiffening ribs are fixedly connected to one side of the fixing plate near the first bearing plate, and the vertical plate is fixedly connected to both sides of the horizontal stiffening ribs.

[0008] In some embodiments, the prestressed connector includes: Two connecting plates are provided, symmetrically arranged on both sides of the jack. One end of the connecting plate is fixedly connected to the second bearing plate, and the other end is fixedly connected between the two vertical plates of the adjacent base assembly.

[0009] In some embodiments, the top connecting plate has a through hole through which the jack passes.

[0010] In some embodiments, the second pressure plate has horizontal stiffening ribs and vertical stiffening ribs fixedly connected to the side away from the first pressure plate.

[0011] In some embodiments, a plurality of mutually perpendicular horizontal stiffening ribs and vertical stiffening ribs are fixedly connected to the side of the first pressure plate away from the second pressure plate, and the vertical plate is fixedly connected to both sides of the horizontal stiffening ribs.

[0012] In some embodiments, a pad for placing a jack is provided between the first pressure plate and the second pressure plate.

[0013] In some embodiments, the horizontal stiffening rib and the vertical stiffening rib intersect at the center of the jack's working surface.

[0014] Secondly, a method for using a tie rod device in the assembly of steel truss segments is provided, comprising the following steps: Weld the perforated ear plates onto the steel truss segment; weld the perforated vertical plates, first bearing plate, horizontal stiffeners, and vertical stiffeners of a set of base components into a whole to form the first steel component; weld the perforated vertical plates, fixing plates, horizontal stiffeners, and vertical stiffeners of another base component into a whole to form the second steel component; weld the perforated second bearing plate, horizontal stiffeners, and vertical stiffeners into a whole to form the third steel component; connect the vertical plates of the first and second steel components to the corresponding ear plates with fasteners, and then install the third steel component, prestressed connectors, and jacks; Start the jacks to move the chords of the two beam segments closer together until the bolt holes of the chords are aligned with the splice plate, and begin the beam segment assembly work; After assembling a beam segment, remove the fasteners between the ear plate and the vertical plate, and recycle the fasteners and steel components; for beam segments that have been assembled, cut the ear plates on the chords and grind the cut surfaces.

[0015] This application provides a tie-down device and its usage method for assembling steel truss girder segments. The tie-down device is installed on the chord joint of the steel truss girder segment. A jack lifts the segment, and a first and second bearing plate bear equal but opposite horizontal forces. The force borne by the first bearing plate is sequentially transferred to the vertical plate, ear plate, and chord top plate. The force borne by the second bearing plate is sequentially transferred to the vertical plate, ear plate, and chord top plate on the other side through prestressed connectors. When the force is sufficiently large, it will cause the chord top plates of adjacent steel truss girder segments to move closer together, thus achieving the convergence of adjacent steel truss girder segments. Bolting begins after the connecting holes on the chord are aligned, ultimately completing the assembly of the steel truss girder segments. This ensures the setting of the structural pre-camber, thereby guaranteeing the overall alignment of the final bridge structure. This application not only offers convenient construction and low construction costs but also minimal impact on the construction of the main bridge structure, facilitating its widespread application in steel truss bridges. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 Elevation view of the tie rod device for assembling steel truss girder segments provided in Embodiment 1 of this application; Figure 2 for Figure 1 Schematic diagram of the cross-sectional structure of the middle AA section; Figure 3 for Figure 2 Schematic diagram of the cross-sectional structure of the middle BB section; Figure 4 for Figure 2 Schematic diagram of the cross-sectional structure of the middle CC section; Figure 5 This is a schematic diagram of the fixing plate structure provided in Embodiment 1 of this application; Figure 6 This is a schematic diagram of the first and second pressure plates provided in Embodiment 1 of this application; Figure 7 Elevation view of the tie rod device for assembling steel truss girder segments provided in Embodiment 2 of this application; Figure 8 for Figure 6 Schematic diagram of the cross-sectional structure of the middle DD; Figure 9 for Figure 6 Schematic diagram of the cross-sectional structure of the EE; Figure 10 for Figure 9 Schematic diagram of the cross-sectional structure of the middle FF; Figure 11 for Figure 9 Schematic diagram of the cross-sectional structure of the GG; Figure 12 This is a schematic diagram of the ear plate structure in this application; Figure 13 This is a schematic diagram of the vertical plate structure in this application.

[0018] In the diagram: 1. Steel truss segment; 101. Chord member; 102. Chord member vertical plate; 103. Chord member top plate; 2. Ear plate; 3. Vertical plate; 4. First bearing plate; 5. Second bearing plate; 6. Jack; 7. Fixing plate; 8. Prestressed steel strand; 9. Connecting plate; 901. Through hole; 10. Horizontal stiffener; 11. Vertical stiffener; 12. Pad; 13. Fastener. Detailed Implementation

[0019] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0020] This application provides a tie rod device for assembling steel truss girder segments, which can solve the problem in related technologies where improper assembly of steel truss girder segments causes adverse effects on bridge structures.

[0021] Example 1: like Figures 1 to 6 As shown, a tie rod device for assembling steel truss segments includes: The base assemblies are respectively installed on two adjacent steel truss segments 1. Each steel truss segment 1 includes chords, web members, and a bridge deck system. The chords and web members are connected at the joints of the steel truss segments 1 by splicing, and the bridge deck system is connected at the joints of the steel truss segments 1 by welding. Figure 1 and Figure 2 As shown, for easy distinction, the base assembly on the left is the first base assembly, and the base assembly on the right is the second base assembly. Both base assemblies include an ear plate 2 and a vertical plate 3.

[0022] Two ear plates 2 are provided parallel to the longitudinal direction of the bridge and are symmetrically welded to the top plate 103 of the chord member, and are in the same plane as the vertical plate 102 of the chord member. To avoid the butt weld of the top plate 103 of the chord member, it is recommended that the distance between the ear plate 2 and the edge B1 of the top plate 103 of the chord member 103 be B1 ≥ 100mm. Multiple connection holes are provided on the ear plate, which are bolt holes. The edge distance D1 and hole distance D2 of the bolt holes are consistent with those of the chord member 101. The number of bolts is determined by the tensile force required for the assembly of the steel truss beam; determining the number of bolts determines the size of the ear plate. To facilitate bolt installation, the distance D3 between the first row of bolts and the top plate 103 of the chord member 103 is ≥ 100mm. Figure 12 D3≥100. Round the corner R on ear plate 2, and retain a certain height h on the short side after rounding.

[0023] As an example, suppose the tensile force required for assembling the beam segment is... The allowable anti-slip bearing capacity of the anti-slip high-strength bolt is calculated as follows: (The value is 2800kN)

[0024] In the formula: P—Permissible anti-slip bearing capacity of high-strength bolts; m—Number of anti-slip surfaces at the high-strength bolt connection; —The anti-slip coefficient of the steel surface in high-strength bolted connections; N—Design preload of high-strength bolts; K—Safety factor, taken as 1.7.

[0025] The tensioning device of this invention is a single-sided anti-slip device, with m taken as 1. Assuming the use of M30 high-strength bolts, N is 370kN. The design preload of other types of high-strength bolts can be determined by referring to relevant specifications. The value is set to 0.45 according to the specification.

[0026] The calculated value of P is 97.9 kN. The theoretically required number of high-strength bolts is 2800 / 97.9 = 28.6. It is recommended to consider a safety factor of 1.1, so 28.6 × 1.1 = 31.5 bolts. In practice, 32 bolts can be rounded up.

[0027] The 32 high-strength bolts are arranged in two ear plates, with 16 high-strength bolts arranged on each ear plate. Considering two rows, the number of bolts N in a single row is 8.

[0028] Therefore, the bottom width W1 of the ear plate can be determined as: W1 = (2D1 + 2R) + (N-1) × D2; The top width of the ear plate, W2: W2 = 2D1 + (N-1) × D2; The height of the ear plate H1: H1 = D1 + D2 + D3.

[0029] One ear plate needs to withstand a shear force of 1400kN. Assuming that both the ear plate and the vertical plate are made of Q370qE material and the allowable shear stress is 125MPa, the required cross-sectional area for the plate is: 1400000 / 125 = 11200. (Top width of ear plate × thickness), the top width W2 of the ear plate has been determined, so the thickness can be determined.

[0030] The vertical plate 3 has connecting holes at positions corresponding to the ear plate 2. The vertical plate 3 is fixed to the ear plate 2 using fasteners 13, which are high-strength bolts. The width of the vertical plate 3 is the same as the top surface width of the ear plate 2, and its height H2 is mainly determined by the bolts and the working height of the jack 6. Figure 1 and Figure 13 The calculation formula is as follows: Vertical plate height H2: H2 = (L1 + L2 + L3 + L4); In the formula, L1 = D2 + 2 × D1; L2 is the distance between the prestressed steel strand 8 and the ear plate 2, which is recommended to be 150 mm; L3 is the working height of the jack; L4 is the distance between the prestressed steel strand 8 and the top of the vertical plate 3, which is recommended to be 100 mm. The width of the vertical plate can be consistent with the top width of the ear plate in terms of construction, and the thickness of the vertical plate and the ear plate can be the same.

[0031] In one of the base components, a first bearing plate 4 and a second bearing plate 5 are arranged in parallel between two vertical plates 3. The first bearing plate 4 is fixedly connected to the vertical plate 3, and the second bearing plate 5 is movably set on the steel truss segment 1. A jack 6 is provided between the first bearing plate 4 and the second bearing plate 5. A jack 6 of appropriate tonnage is selected according to the tensile force required for the assembly of the beam segment. The jack 6 is placed horizontally in the working space formed by the first bearing plate 4, the second bearing plate 5 and the prestressed steel strand 8, with the base facing the first bearing plate 4 and the lifting head facing the second bearing plate 5.

[0032] Furthermore, a number of mutually perpendicular horizontal stiffening ribs 10 and vertical stiffening ribs 11 are fixedly connected to the side of the first bearing plate 4 away from the second bearing plate 5. Vertical plates 3 are fixedly connected to both sides of the horizontal stiffening ribs 10. The horizontal stiffening ribs 10 and vertical stiffening ribs 11 are symmetrically arranged on the working surface of the jack 6, such as... Figure 4As shown. To ensure that the first bearing plate 4 meets the load-bearing performance requirements under localized pressure, it is necessary to accurately calculate the thickness of the stiffening ribs based on structural mechanics theory, and to determine the tensile force. Taking 2800kN as an example, the calculation example is as follows: Assuming the fixed pressure plate is made of Q370qE, the local allowable stress is 315MPa.

[0033] Jack 6 applies a lifting force of 2800kN, and the first pressure plate 4 locally bears a pressure of 2800kN. The pressure-bearing area is the circle formed by the bottom surface of jack 6 spreading out at a 45° angle through the first pressure plate. Figure 4 The dashed circle in the middle. Figure 4 The area filled by the stiffening ribs within the dashed circle is the bearing area A. A needs to satisfy: 2800000 / A≤315MPa. The thickness of the stiffening ribs can be determined from A, and a certain safety factor can be considered.

[0034] Furthermore, the second pressure plate 5 is free on all four sides, and the pad block 12 is fixedly installed on the steel truss segment 1 to support the movement of the second pressure plate 5. A horizontal stiffening rib 10 and a vertical stiffening rib 11, arranged perpendicularly to each other, are fixedly connected to the side of the second pressure plate 5 away from the first pressure plate 4. The stiffening ribs intersect at the center of the working surface of the jack 6, as shown below. Figure 3 As shown. To ensure that the second bearing plate 5 meets the load-bearing performance requirements under localized pressure, the thickness of the stiffening ribs can be determined in the same way as the calculation example above.

[0035] The horizontal stiffeners 10 are connected to the two side vertical plates 3 and the fixed plate 7, forming a vertical support frame that enhances the structure's resistance to lateral displacement in the vertical direction, significantly improving the overall stability and reliability of the structure. Simultaneously, the horizontal stiffeners 10 and vertical stiffeners 11 intersect to form a grid structure, significantly increasing the structure's cross-sectional moment of inertia and modulus. This allows for a more even distribution of loads, avoiding stress concentration and thus greatly improving the structure's load-bearing capacity, enabling it to withstand greater external loads.

[0036] The prestressed connector has one end fixedly connected to the second bearing plate 5 and the other end fixedly connected to the vertical plate 3 of the adjacent base assembly.

[0037] In this embodiment, the prestressed connector specifically includes a fixing plate 7 and a prestressed steel strand 8.

[0038] The fixing plate 7 is located on the side of the first bearing plate 4 away from the second bearing plate 5 and is located on the adjacent base assembly, and is fixedly connected between the two vertical plates 3.

[0039] Furthermore, four horizontal stiffening ribs 10 are fixedly connected to one side of the fixed plate 7 near the first bearing plate 4. The horizontal stiffening ribs 10 are symmetrically welded to the prestressed steel strands 8 above and below in the height direction, and are also welded to the vertical plate 3.

[0040] Multiple prestressed steel strands 8 are provided; in this embodiment, four strands are provided, arranged symmetrically in the horizontal and vertical directions with the jack 6 as the reference. Four through holes are provided on the first bearing plate 4, the second bearing plate 5, and the fixing plate 7 for them to pass through. Their ends are anchored to the second bearing plate 5 and the fixing plate 7 respectively by prestressed anchor heads. The horizontal center-to-center spacing of the prestressed steel strands 8 is X1, and the vertical center-to-center spacing is L3. X1 and L3 are mainly determined by the working space of the jack. The cross-sectional area of ​​the prestressed steel strands 8 is determined by the tensile force required for beam segment assembly. The decision and calculation example are as follows: Still with Taking 2800kN as an example, each of the four prestressed steel strands 8 bears 700kN. Assuming the standard tensile strength of the prestressed steel strand 8 is 1860MPa and the design tensile strength is 1005MPa, the required cross-sectional area for resisting a single prestressed steel strand is: 700000 / 1005 = 697mm². 2 Considering the possibility of uneven stress on the four steel strands, a safety factor of 2.0 is recommended.

[0041] Furthermore, a pad 12 for placing the jack 6 is provided between the first pressure plate 4 and the second pressure plate 5.

[0042] In this application, the material of the ear plate is consistent with that of the main truss top plate. It is recommended that the material of other plates be Q370qE. The high-strength bolts must meet all the requirements in the "Technical Conditions for High-Strength Large Hexagonal Head Bolts, Large Hexagonal Nuts and Washers for Steel Structures" (GB / T 1228~1231) with a performance grade of 10.9S.

[0043] The workflow of this embodiment: Jack 6 lifts the steel truss, and the first bearing plate 4 and the second bearing plate 5 bear equal but opposite horizontal forces. The force borne by the first bearing plate 4 is sequentially transmitted to the vertical plate 3, ear plate 2, and chord top plate 103. The force borne by the second bearing plate 5 is sequentially transmitted to the fixed plate 7, ear plate 2, and chord top plate 103 on the other side through the prestressed steel strands 8. When the force is large enough, it will cause the two adjacent chord top plates 103 to move closer together, thereby realizing the movement of the chords of the adjacent steel truss girder segments. After the bolt holes on the chords are aligned, bolting begins, and the assembly of the steel truss girder segments is finally completed.

[0044] Example 2: Similar to Embodiment 1, it has an ear plate 2, a vertical plate 3, a first pressure plate 4, and a second pressure plate 5. The difference is that the prestressed connector is a connecting plate 9. There are two connecting plates 9, which are symmetrically arranged on both sides of the jack 6. One end of the connecting plate is fixedly connected to the second pressure plate 5, and the other end is fixedly connected between the two vertical plates 3 of the adjacent base assembly.

[0045] Specifically, such as Figures 7 to 9 As shown, the height of the vertical plate 3 is (L1+L2+L3+L4), where L1=D2+2×D1; L2 is the distance between the bottom connecting plate 9 and the ear plate 2, which is recommended to be 50mm; L3 is determined by the working height of the jack 6; and L4 is recommended to be 100mm. The width of the vertical plate 3 can be structurally consistent with the top width of the ear plate, but is controlled by S1 in terms of force and needs to be greater than S1. S1 is the welding length between the upper and lower connecting plates 9 and the vertical plate 3, determined through calculation. An example calculation is shown below: We still assume that the tensile force required for assembling the beam segment is 2800kN.

[0046] The weld between the upper and lower connecting plates 9 and the vertical plate 3 needs to withstand a shear force of 2800 / 2 / 2 = 700kN. The calculated weld thickness t is determined by the weld type and weld leg size, and the weld length is S1. t and S1 must satisfy: 700000 / (t×S1)≤125 MPa. From this, the value of S1 can be obtained. It is recommended that a certain safety factor be considered when selecting the value of S1.

[0047] The top connecting plate 9 has a through hole 901 for the jack 6 to pass through, facilitating the installation of jacks and other work tools. The width of the connecting plate 9 is determined by the clear distance from the vertical plates 3, and its thickness is determined by the tensile force required for assembling the beam segment. A calculation example is shown below: Assume the tensile force required for assembling the beam segment is 2800kN.

[0048] Each of the upper and lower connecting plates 9 bears 1400kN. Assuming that the material of both upper and lower connecting plates 9 is Q370qE and the allowable tensile stress is 210MPa, the required cross-sectional area of ​​the connecting plate 9 is: 1400000 / 210=6667mm2 (width × thickness). The width of the connecting plate 9 is taken as the effective width at the narrowest part of the cross-section. The thickness of the connecting plate 9 can be calculated from this. It is recommended to consider a certain safety factor.

[0049] Workflow of Example 2: Jack 6 lifts the steel truss, and the first bearing plate 4 and the second bearing plate 5 bear equal but opposite horizontal forces. The force borne by the first bearing plate 4 is sequentially transmitted to the vertical plate 3, ear plate 2, and chord top plate 103. The force borne by the second bearing plate 5 is sequentially transmitted to the vertical plate 3, ear plate 2, and chord top plate 103 on the other side through the connecting plate 9. When the force is large enough, it will cause the two adjacent chord top plates 103 to move closer together, thereby realizing the movement of the chords of the adjacent steel truss girder segments. After the bolt holes on the chords are aligned, bolting begins, and the assembly of the steel truss girder segments is finally completed.

[0050] This application also provides a method for using a tie rod device in the assembly of steel truss segments, comprising the following steps: Weld the perforated ear plate 2 onto the steel truss segment 1; weld the perforated vertical plate 3, first bearing plate 4, horizontal stiffening rib 10, and vertical stiffening rib 11 of a set of base components into a whole to form the first steel component; weld the perforated vertical plate 3, fixed plate 7, horizontal stiffening rib 10, and vertical stiffening rib 11 of another base component into a whole to form the second steel component; weld the perforated second bearing plate 5, horizontal stiffening rib 10, and vertical stiffening rib 11 into a whole to form the third steel component; connect the vertical plate 3 of the first and second steel components to the corresponding ear plate 2 with fasteners 13, and then install the third steel component, prestressed connectors, and jacks 6; Start jack 6 to move the chords of the two beam segments closer together until the chord bolt holes are aligned with the splice plate, and begin the beam segment assembly work; After the beam segment is assembled, the fasteners 13 between the ear plate 2 and the vertical plate 3 are removed. The recovered fasteners 13 and the first, second and third steel components can be reused. For the beam segment that has been assembled, the ear plate 2 on the chord is removed by cutting process, and the cut surface is ground. Protective measures must be taken during the grinding process to prevent damage to the structural parent material.

[0051] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application 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, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0052] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0053] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A tie rod device for assembling steel truss segments, characterized in that, It includes: A base assembly is installed on two adjacent steel truss segments (1), the base assembly comprising: -Ear plates (2) are provided in two parallel to the longitudinal direction of the bridge, and multiple connecting holes are provided on them; - The vertical plate (3) has a connecting hole at a position corresponding to the ear plate (2), and the vertical plate (3) is fixed to the ear plate (2) by fasteners (13); In one of the base components, a first bearing plate (4) is fixed between two vertical plates (3), and a second bearing plate (5) is arranged in parallel on the side of the first bearing plate (4) away from the other base component. The second bearing plate (5) is movably set on the corresponding steel truss segment (1), and a jack (6) is provided between the first bearing plate (4) and the second bearing plate (5). A prestressed connector is fixedly connected between the second bearing plate (5) and the adjacent base assembly.

2. The tie rod device for assembling steel truss segments as described in claim 1, characterized in that: The prestressed connector includes: A fixing plate (7) is disposed on the side of the first bearing plate (4) away from the second bearing plate (5) and located on the adjacent base assembly, and is fixedly connected between the two vertical plates (3); Multiple prestressed steel strands (8) are provided and symmetrically arranged on both sides of the jack (6). They pass through the first bearing plate (4) and are anchored at both ends to the second bearing plate (5) and the fixing plate (7), respectively. And / or, the pad (12) is fixedly installed on the steel truss segment (1), and the second bearing plate (5) is movably disposed on the pad (12).

3. The tie rod device for assembling steel truss segments as described in claim 2, characterized in that: The fixed plate (7) has several horizontal stiffening ribs (10) fixedly connected to one side of the first bearing plate (4), and the vertical plate (3) is fixedly connected to both sides of the horizontal stiffening ribs (10).

4. The tie rod device for assembling steel truss segments as described in claim 1, characterized in that: The prestressed connector includes: Two connecting plates (9) are provided, symmetrically arranged on both sides of the jack (6). One end of the connecting plate (9) is fixedly connected to the second bearing plate (5), and the other end is fixedly connected between the two vertical plates (3) of the adjacent base assembly.

5. The tie rod device for assembling steel truss segments as described in claim 4, characterized in that: The connecting plate (9) at the top is provided with a through hole (901) through which the jack (6) passes.

6. The tie rod device for assembling steel truss segments as described in claim 1, characterized in that: The second pressure plate (5) is fixedly connected to a horizontal stiffening rib (10) and a vertical stiffening rib (11) arranged perpendicularly to each other on the side away from the first pressure plate (4).

7. The tie rod device for assembling steel truss segments as described in claim 1, characterized in that: The first pressure plate (4) is fixedly connected to a plurality of horizontal stiffening ribs (10) and vertical stiffening ribs (11) arranged perpendicularly to each other on the side away from the second pressure plate (5). The vertical plate (3) is fixedly connected to both sides of the horizontal stiffening ribs (10).

8. The tie rod device for assembling steel truss segments as described in claim 1, characterized in that: A pad (12) for placing a jack (6) is provided between the first pressure plate (4) and the second pressure plate (5).

9. The tie rod device for assembling steel truss segments as described in claim 6 or 7, characterized in that: The horizontal stiffening rib (10) and the vertical stiffening rib (11) intersect at the center of the working surface of the jack (6).

10. A method for using a tie rod device in the assembly of steel truss segments, characterized in that: Includes the following steps: Weld the perforated ear plate (2) onto the steel truss segment (1); weld the perforated vertical plate (3), first bearing plate (4), horizontal stiffening rib (10), and vertical stiffening rib (11) of a set of base components into a whole to form the first steel component; weld the perforated vertical plate (3), fixed plate (7), horizontal stiffening rib (10), and vertical stiffening rib (11) of another base component into a whole to form the second steel component; weld the perforated second bearing plate (5), horizontal stiffening rib (10), and vertical stiffening rib (11) into a whole to form the third steel component; connect the vertical plate (3) of the first steel component and the second steel component to the corresponding ear plate (2) with fasteners (13), and then install the third steel component, prestressed connectors, and jacks (6). Start the jack (6) to move the chords of the two beam segments closer together until the chord bolt holes are aligned with the splice plate, and start the beam segment assembly work; After completing the assembly of a beam segment, remove the fasteners (13) between the ear plate (2) and the vertical plate (3), and recover the fasteners (13) and steel components; for the beam segment that has been assembled, cut the ear plate (2) on the chord and grind the cut surface.

Images