Large-span special-shaped cross-section steel structure continuous bridge truss and construction method thereof

Abstract

The application relates to a large-span special-shaped cross-section steel structure continuous bridge truss and a construction method thereof, and relates to the technical field of building construction. The continuous bridge truss comprises a plurality of independent trusses. The independent truss comprises a lower chord and two upper chords. The two upper chords are arranged in parallel and at intervals. The lower chord is arranged in parallel and at intervals with the upper chords and is located between the two upper chords. The lower chord is located below the upper chords in the vertical direction. A plurality of inclined web members are arranged between the upper chords and the lower chord. One end of the inclined web member is connected with the corresponding upper chord, and the other end is connected with the lower chord. A straight web member is arranged between the two upper chords. The two ends of the straight web member are respectively connected with the corresponding upper chords. The plurality of independent trusses are sequentially arranged along the length direction of the independent trusses. The upper chord in the independent truss is coaxially welded with the upper chord in the adjacent independent truss. The lower chord in the independent truss is coaxially welded with the lower chord in the adjacent independent truss. The application can reduce the requirement of the continuous bridge truss on the size of the construction space.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building construction, and in particular to a large-span special-shaped cross-section steel structure continuous bridge truss and a construction method thereof. BACKGROUND

[0002] The steel structure continuous bridge truss, as a common structure form in modern buildings, is widely used in commercial complexes, office parks and transportation hubs and other projects, and is used to connect two or more high-rise buildings to realize convenient overpass traffic, enrich the building facade effect and improve the space utilization rate. With the development of architectural design, the existing steel structure continuous bridge truss structure often presents the characteristics of large span, heavy load and complex special-shaped cross-section.

[0003] At present, for the installation of such large-span steel structure continuous bridge truss, the industry mainly adopts the ground integral assembly and integral hoisting method, that is, the entire continuous bridge truss is assembled on the ground open site or directly assembled in the factory and then transported to the construction site, and then one or more large cranes are used to hoist it into place at one time.

[0004] Since the integral hoisting method requires a large ground operating space, and the floor space is limited in the existing urban environment, especially in the urban environment with relatively narrow construction space, the existing construction method of the steel structure continuous bridge truss is difficult to realize the construction of large-span steel structure, which leads to the difficulty of setting the large-span steel structure continuous bridge truss in the urban environment with relatively narrow construction space. SUMMARY

[0005] The present application provides a large-span special-shaped cross-section steel structure continuous bridge truss and a construction method thereof, which aims to reduce the requirement of the continuous bridge truss for the size of the construction space, so that the large-span continuous bridge truss can be set in the urban environment with relatively narrow construction space.

[0006] In a first aspect, the large-span special-shaped cross-section steel structure continuous bridge truss provided by the present application adopts the following technical solution:

[0007] The application discloses a large-span special-shaped section steel structure continuous bridge truss, which comprises a plurality of independent trusses, wherein each independent truss comprises a lower chord and two upper chords, the two upper chords are arranged in parallel and at intervals, the lower chord is arranged in parallel and at intervals with the upper chords and is located between the two upper chords, and the lower chord is located below the upper chords in the vertical direction; a plurality of inclined web members are arranged between the upper chords and the lower chord, one end of each inclined web member is connected with a corresponding upper chord, and the other end of each inclined web member is connected with the lower chord; a straight web member is arranged between the two upper chords, and the straight web member is connected with the two upper chords at two ends respectively; the independent trusses are sequentially arranged along the length direction of the independent trusses, and the upper chord in the independent truss is coaxially welded with the upper chord in the adjacent independent truss, and the lower chord in the independent truss is coaxially welded with the lower chord in the adjacent independent truss.

[0008] By adopting the above technical scheme, based on the structural design of the independent truss, the cross section of the independent truss is inverted triangular under the cooperation of the upper chord, the lower chord, the inclined web member and the straight web member, so that the independent truss structure has excellent torsional stiffness and efficient bending resistance, can effectively resist torsion in the hoisting process and wind load and eccentric load in the use process, and ensures the stability of the independent truss structure; meanwhile, a top channel is formed between the two upper chords, which provides convenience for laying of the bridge floor and laying of pipelines, and realizes the integrated integration of the structure bearing and the use function.

[0009] The continuous bridge truss of the application is composed of a plurality of independent trusses which are sequentially welded, so that a complete large-span continuous bridge truss is decomposed into a plurality of small-span independent trusses, and the weight and the small span of the independent truss facilitate direct transportation to the construction site or delivery to the construction site in the form of scattered parts for assembly, and the small span of the independent truss requires less construction space for assembly and hoisting, so that the requirement of the continuous bridge truss on the size of the construction space is reduced, and the large-span continuous bridge truss can be arranged in a city environment with relatively narrow construction space.

[0010] Optionally, a filling rod is arranged between the two adjacent independent trusses, one end of the filling rod is connected with the independent truss, and the other end of the filling rod is connected with the other independent truss.

[0011] By adopting the above technical scheme, after the two adjacent independent trusses are spliced, the filling rod is arranged to connect the two adjacent independent trusses, so that the filling rod can enhance the strength of the connecting joint between the two adjacent independent trusses, effectively transfer and disperse the stress at the connecting joint, improve the integrity and stiffness of the connecting joint, and further enhance the structural stability of the whole continuous bridge truss.

[0012] Optionally, it also includes a guide connector, which includes a base and two inclined plates. The base is horizontally arranged, and the inclined plates are arranged above the base. The lower sides of the two inclined plates are connected to the base, and the upper sides of the two inclined plates extend in a direction away from each other. A V-shaped guide groove is formed between the two inclined plates and the base. The guide connector is arranged between two adjacent independent trusses, and the independent trusses are inserted into the V-shaped guide grooves. The guide connector is detachably connected to the independent trusses.

[0013] By adopting the above technical solution, a guide connection seat is set between two adjacent independent trusses. The guide connection seat forms a V-shaped guide groove through the base and the two inclined plate frames. Since the independent trusses can be inserted into the V-shaped guide groove, and the guide connection seat can be connected to the independent trusses, the guide connection seat can be fitted on the two adjacent independent trusses, thereby enhancing the stability of the connection between the two adjacent independent trusses.

[0014] Furthermore, since the guide connector is located between two adjacent independent trusses, it can be placed on the corresponding temporary support frame when hoisting the independent trusses. Based on the shape characteristics of the V-shaped guide groove, after the independent truss enters the V-shaped guide groove, it can automatically slide into the bottom of the V-shaped guide groove under its own weight, so that the independent truss can be automatically positioned. This ensures that the two adjacent independent trusses can be quickly aligned and positioned. At this time, the design of the guide connector can provide a stable temporary support platform for the installation of the independent trusses, transforming the free docking of two adjacent independent trusses into a constrained close-fitting installation, thereby reducing the difficulty and safety risks of hoisting and docking two adjacent independent trusses, and thus improving the installation accuracy of the bridge truss.

[0015] Optionally, a plurality of guide wheels are rotatably mounted on the inclined plate frame, and the guide wheels abut against the corresponding independent trusses.

[0016] By adopting the above technical solution, the guide wheel is designed to change the sliding friction between the independent truss and the guide connecting seat into rolling friction, thereby enabling the independent truss to be guided into the V-shaped guide groove more smoothly and quickly.

[0017] Secondly, the construction method for a large-span, irregularly shaped steel structure bridge truss provided in this application adopts the following technical solution:

[0018] A construction method for a large-span, irregularly shaped steel structure bridge truss, used for constructing the aforementioned large-span, irregularly shaped steel structure bridge truss, includes the following steps: S1, setting up installation supports on the two buildings to be connected; S2, setting up several temporary support frames between the two buildings to be connected; S3, assembling several independent trusses at the construction site; S4, hoisting the independent trusses between adjacent temporary support frames and between the installation supports and adjacent temporary support frames, and sequentially connecting several independent trusses to form a bridge truss; S5, sequentially welding and fixing several independent trusses; S6, dismantling all the temporary support frames.

[0019] By adopting the above technical solution, this construction method transforms a large-span connecting bridge truss into several small-span independent trusses, which are then assembled on-site. This reduces the transportation difficulty of the connecting bridge trusses and the construction limitations caused by limited space. Furthermore, the temporary support frames provide support points for the hoisting of these independent trusses, thus transforming the hoisting process of the large-span connecting bridge truss into the hoisting of several small-span independent trusses. This effectively reduces the requirements for hoisting equipment, installation risks, and construction difficulty.

[0020] Optionally, step S3 further includes the following steps: hardening the ground at the construction site; erecting a temporary assembly frame on the hardened ground; hoisting the lower chord onto the temporary assembly frame and positioning the lower chord and the temporary assembly frame; hoisting the two upper chords onto the temporary assembly frame in sequence and positioning the upper chords and the temporary assembly frame; adding the diagonal web members between the lower chord and the two upper chords; adding the straight web members between the two upper chords; repeating the above steps until all the independent trusses are assembled.

[0021] By adopting the above technical solution, a precise benchmark platform is provided for the assembly of independent trusses by setting up a special temporary assembly jig on the hardened ground, which can effectively ensure the processing and assembly accuracy of each independent truss segment.

[0022] Optionally, in step S5: during the welding of two adjacent independent trusses, the upper chord of the independent truss is aligned and welded with the upper chord of the adjacent independent truss, and the lower chord of the independent truss is aligned and welded with the lower chord of the adjacent independent truss.

[0023] By adopting the above technical solution, and coaxially aligning and welding the upper and lower chords, which are the main load-bearing components, in adjacent independent trusses, the continuity and integrity of the main force transmission path of the independent trusses can be guaranteed. This allows several independent trusses to form a cohesive structural unit after welding, ensuring that the final bridge truss possesses the designed structural strength and load-bearing capacity.

[0024] Optionally, in step S4: before hoisting each independent truss, several dynamic monitoring points are set on the independent truss; during the hoisting process of the independent truss, a total station is used to perform real-time dynamic tracking and measurement of the dynamic monitoring points on the independent truss, and the position of the independent truss is adjusted according to the tracking and measurement results.

[0025] By adopting the above technical solution, the position and status of the independent trusses are monitored in real time by a total station during the hoisting process, thereby realizing the digitalization, visualization and precise control of the hoisting process of each independent truss. This ensures that each independent truss can be accurately hoisted to the predetermined position, thereby improving the installation accuracy of a single independent truss and reducing the accumulated errors generated during the assembly of the bridge truss.

[0026] Optionally, step S4 further includes the following steps: after all the independent trusses are hoisted into place, a total station is used to perform real-time dynamic tracking and measurement of the dynamic monitoring points on the independent trusses to detect the horizontality and verticality of the independent trusses; the positions of the corresponding independent trusses are adjusted according to the detection results until the horizontality and verticality of the independent trusses meet the preset requirements.

[0027] By adopting the above technical solution, after the initial hoisting of all independent trusses, a comprehensive inspection and calibration process of the overall alignment and attitude of the connecting bridge truss is carried out using a total station. This eliminates the cumulative errors caused by the segmented hoisting of several independent trusses, ensuring that the overall installation accuracy of the final connecting bridge truss meets the design requirements, thereby guaranteeing the final construction quality and appearance of the connecting bridge truss.

[0028] Optionally, step S6 further includes the following steps: S61, setting deformation detection points on the connecting bridge truss; S62, lowering the height of the two temporary support frames to transfer the load generated by the connecting bridge truss from the temporary support frames to the installation supports; S63, using a total station to track and measure the deformation detection points on the connecting bridge truss in real time, and calculating the deflection deformation value of the connecting bridge truss based on the tracking and measurement results, until the temporary support frames are completely detached from the connecting bridge truss.

[0029] By adopting the above technical solution, the temporary support frame is dismantled through steps S61-S63. This dismantling method closely integrates the action of reducing the height of the temporary support frame to transfer the load with the action of using a total station to track and measure the deformation in real time. This allows for real-time tracking and measurement during the load transfer process, making the load transfer a continuous and observable process. This controlled load transfer method ensures a smooth transition of the bridge truss's enormous self-weight from the temporary support system to the permanent installation supports, effectively avoiding structural impact or instability that may be caused by sudden load changes. Secondly, by using a total station to measure and calculate the deflection deformation in real time during this process, the actual state of the bridge truss during the critical stress transition stage can be digitized. This provides direct and objective evaluation criteria for construction, enabling real-time verification of whether the actual performance of the structure matches the design expectations. This transforms the high-risk unloading process into a data-driven, verifiable, and precise control process, providing a reliable guarantee for the final construction quality and long-term safety of the structure.

[0030] In summary, this application includes at least one of the following beneficial technical effects:

[0031] 1. This application divides the bridge truss into several independent truss segments, which decomposes a complete large-span bridge truss into several small-span independent trusses. Since the weight and span of the independent trusses are smaller, the assembly and hoisting of the independent trusses require less construction space. This reduces the requirements for the size of the construction space of the bridge truss, allowing the large-span bridge truss to be set up in urban environments with relatively limited construction space.

[0032] 2. The construction method of this application transforms a large-span bridge truss into several small-span independent trusses, and the independent trusses are also assembled on-site. This reduces the transportation difficulty of the bridge truss and the construction restrictions caused by the small construction site.

[0033] 3. The construction method of this application utilizes a total station to track and measure the hoisting of independent trusses and the dismantling of temporary support frames in real time, thereby realizing the digitalization, visualization and precise control of the construction process. This not only ensures the installation accuracy of each independent truss and avoids cumulative errors, but also reduces the unloading risk of the connecting bridge truss, thus comprehensively ensuring the final construction quality and structural safety of the connecting bridge truss. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the overall structure of the connecting bridge truss during the construction process of Embodiment 1 of this application.

[0035] Figure 2 This is a schematic diagram of the overall structure of Embodiment 1 of this application after splicing together the first truss section, the middle truss section, and the last truss section.

[0036] Figure 3 This is a schematic diagram of the overall structure of the connecting truss in Embodiment 1 of this application.

[0037] Figure 4 This is a schematic diagram of the overall structure of the connecting bridge truss during the construction process of Embodiment 2 of this application.

[0038] Figure 5 This is a schematic diagram of the overall structure of the connecting truss in Embodiment 2 of this application.

[0039] Figure 6 This is a schematic diagram of the overall structure of the guide connection seat after disassembling the first and second plate frames in Embodiment 2 of this application.

[0040] Figure 7 This is a schematic diagram of the overall structure of the independent truss and guide connection seat after the completion of construction of Embodiment 2 of this application.

[0041] Figure 8 This is a schematic diagram of the overall structure of the guide connector of Embodiment 2 of this application.

[0042] Figure 9 This is the overall structural intent of the independent truss in contact with the groove wheel in Embodiment 2 of this application.

[0043] Figure 10 This is the overall structural intent of the independent truss and the adjustment wheel in Embodiment 2 of this application.

[0044] Figure 11 This is a schematic diagram of the overall structure of the guide connector of Embodiment 2 of this application.

[0045] In the diagram, 1 is an independent truss; 11 is an upper chord; 12 is a lower chord; 13 is a diagonal web member; 14 is a straight web member; 2 is a patch member; 21 is the first member; 22 is the second member; 3 is an installation support; 4 is a temporary support frame; 5 is a guide connection seat; 51 is a V-shaped guide groove; 52 is a base; 53 is an inclined plate frame; 54 is a guide wheel; 541 is an entry wheel; 542 is an adjustment wheel; 55 is the first plate frame; 56 is the second plate frame; 100 is the first truss section; 200 is the intermediate truss; and 300 is the last truss section. Detailed Implementation

[0046] The following is in conjunction with the appendix Figure 1 - Appendix Figure 11 This application will be described in further detail below.

[0047] Example 1: A large-span, irregularly shaped steel structure bridge truss, referring to... Figure 1 It includes several independent trusses 1, which are arranged sequentially along their own length direction, and adjacent independent trusses 1 are connected.

[0048] Reference Figure 1 and Figure 2 In this embodiment, three independent trusses 1 are provided. The three independent trusses 1 are the first truss 100, the middle truss 200 and the last truss 300. The first truss 100, the middle truss 200 and the last truss 300 are connected in sequence, and the first truss 100 is welded to the middle truss 200 and the middle truss 200 is welded to the last truss 300.

[0049] Reference Figure 3 The independent truss 1 includes a lower chord 12 and two upper chords 11. The two upper chords 11 are arranged in parallel and spaced apart. The lower chord 12 is arranged in parallel and spaced apart from the upper chords 11, and is located between the two upper chords 11. The lower chord 12 is located below the upper chords 11 in the vertical direction. Several diagonal web members 13 are arranged between the upper chords 11 and the lower chord 12. One end of the diagonal web member 13 is connected to the corresponding upper chord 11, and the other end is connected to the lower chord 12. Straight web members 14 are arranged between the two upper chords 11. Both ends of the straight web members 14 are connected to the corresponding upper chords 11.

[0050] Reference Figure 3 In this embodiment, when several independent trusses 1 are arranged sequentially along their own length direction, the lower chord 12 is welded to the adjacent lower chord 12 along its own length direction, and the upper chord 11 is welded to the adjacent upper chord 11 along its own length direction.

[0051] Reference Figure 3 The bridge truss also includes several insert rods 2, which are located between two adjacent independent trusses 1, and the two ends of the insert rods 2 are welded and fixed to the two adjacent independent trusses 1 respectively.

[0052] Reference Figure 3 In this embodiment, the insert rod 2 includes a first rod 21, which is located between two adjacent independent trusses 1. One end of the first rod 21 is welded to the upper chord 11 in the independent truss 1, and the other end is welded to the lower chord 12 in another adjacent independent truss 1. The insert rod 2 also includes a second rod 22, which is located between two adjacent independent trusses 1. One end of the first rod 21 is welded to the upper chord 11 in the independent truss 1, and the other end is welded to the upper chord 11 in another adjacent independent truss 1.

[0053] The implementation principle of this application embodiment is as follows: a bridge truss is formed by connecting several independent trusses 1, thereby reducing the transportation difficulty of the bridge truss and the construction restrictions caused by the small construction site.

[0054] This embodiment also includes a construction method for a large-span, irregularly shaped steel structure bridge truss, comprising the following steps:

[0055] Before the construction of the connecting bridge truss, BIM modeling analysis was conducted on the connecting bridge truss structure, the temporary support frame 4 structure, and the construction process of the connecting bridge truss to determine the optimal construction plan.

[0056] Specifically, determining the optimal construction plan includes the following steps:

[0057] The first step is the design of the segmentation scheme for the connecting bridge truss:

[0058] BIM software was used to create a 3D model of the connecting bridge truss, simulating the stress and deformation of the truss structure after construction. Under the condition that the stress and deformation of the connecting bridge truss structure meet the requirements, the optimal segmentation scheme of the connecting bridge truss was determined.

[0059] The second step is the design of the pre-camber value:

[0060] BIM software was used to simulate and analyze the long-term deformation of the connecting bridge truss after construction and bearing all loads. Based on design specifications, the required pre-camber value to offset the vertical deflection caused by the truss's self-weight was calculated. This pre-camber value was then used as a design requirement for the connecting bridge truss, ensuring its straightness during use.

[0061] The third step is the design of the construction plan for the connecting bridge truss:

[0062] BIM software was used to simulate and analyze the construction process of the connecting bridge truss, simulating the stress and deformation of the connecting bridge truss structure and temporary support frame 4 during construction. The hoisting sequence of the connecting bridge truss was adjusted until the stress and deformation met requirements, thus determining the optimal hoisting sequence. The unloading process of the connecting bridge truss was also simulated until the stress and deformation met requirements, thus determining the optimal unloading procedure. Based on the hoisting sequence and unloading process, a construction plan for the connecting bridge truss was determined.

[0063] The fourth step is to establish the optimal construction plan for the bridge truss after determining the segmentation, pre-camber value, hoisting sequence, and unloading process of the bridge truss.

[0064] After determining the optimal construction plan, the construction of the connecting bridge truss began, and the construction method is as follows:

[0065] S1. Install mounting supports 3 on the two buildings to be connected. The distance between the two mounting supports 3 is the length of the connecting bridge truss.

[0066] Specifically, the installation support 3 adopts an elastic support, thereby improving the seismic resistance of the bridge truss and facilitating unloading after the bridge truss construction is completed.

[0067] S2. Several temporary support frames 4 are erected between the two buildings to be connected. The temporary support frames 4 are set at intervals along the interval direction of the two installation supports 3.

[0068] Specifically, the temporary support frame 4 is erected vertically, and its lower end passes through the pre-reserved opening in the basement floor slab and is connected to the pre-embedded base in the basement floor slab by bolts.

[0069] S3. Assemble several independent trusses 1 at the construction site.

[0070] Specifically, step S3 includes the following steps:

[0071] S31. Harden the ground at the construction site.

[0072] S32. Erect a temporary assembly frame on the hardened ground.

[0073] S33. Hoist the lower chord 12 onto the temporary assembly frame and position and install the lower chord 12 with the temporary assembly frame.

[0074] S34. Hoist the two upper chord rods 11 onto the temporary assembly frame in sequence, and position and install the upper chord rods 11 and the temporary assembly frame.

[0075] S35. Add a diagonal brace 13 between the lower chord 12 and the two upper chords 11.

[0076] S36. A straight web member 14 is installed between the two upper chord members 11.

[0077] S37. Repeat steps S31-S37 until all independent trusses 1 are assembled.

[0078] In this embodiment, during the assembly of the independent truss 1, the elevation setting of the assembly jig and the positioning and installation of each component are controlled based on the aforementioned pre-arch value, ensuring that each independent truss 1 reaches the preset shape after assembly, thereby laying the foundation for subsequent installation and unloading deformation control.

[0079] In this embodiment, during the assembly process of each independent truss 1, a total station is used to measure and verify the dimensions and accuracy of the independent truss 1 in real time by referring to the BIM model data, so as to ensure the assembly quality of each independent truss 1.

[0080] S4. Install independent trusses 1 between two adjacent temporary support frames 4 and between the installation support 3 and the adjacent temporary support frame 4, and connect several independent trusses 1 in sequence to form a bridge truss.

[0081] Specifically, step S4 includes the following steps:

[0082] S41. Hoist the corresponding independent truss 1 between the installation support 3 and the adjacent temporary support frame 4, so that both the installation support 3 and the corresponding temporary support frame 4 support the corresponding independent truss 1, and temporarily fix the corresponding independent truss 1.

[0083] S42. Hoist the corresponding independent truss 1 between another mounting support 3 and the adjacent temporary support frame 4, so that both the mounting support 3 and the corresponding temporary support frame 4 support the corresponding independent truss 1, and temporarily fix the corresponding independent truss 1.

[0084] S43. In sequence, hoist the independent truss 1 between two adjacent temporary support frames 4 so that both temporary support frames 4 support the corresponding independent truss 1, and temporarily fix the independent truss 1.

[0085] S44. Several independent trusses 1 are connected sequentially along their own length to form a bridge truss, and two adjacent temporary support frames 4 are temporarily fixed.

[0086] In this embodiment, before each independent truss 1 is hoisted, reflective sheets are pasted on several key nodes of the independent truss 1 as dynamic monitoring points according to the coordinates preset in the BIM model, thereby setting several dynamic monitoring points on the independent truss 1.

[0087] During the hoisting of independent truss 1, a total station was used to dynamically track and measure the dynamic monitoring points of independent truss 1 in real time, and the position of independent truss 1 was adjusted based on the tracking and measurement results. This ensured that the hoisting position of each independent truss 1 accurately matched the three-dimensional coordinates set in the BIM model, and controlled the accuracy of the hoisting process of each independent truss 1.

[0088] After several independent trusses 1 are hoisted into place, a total station is used to perform real-time dynamic tracking and measurement of the dynamic monitoring points on the independent trusses 1 to detect their horizontal and vertical alignment. Based on the detection results, the positions of the corresponding independent trusses 1 are adjusted until the horizontal and vertical alignment of the independent trusses 1 meets the preset requirements.

[0089] In this embodiment, three independent trusses 1 are provided, namely the first truss 100, the middle truss 200, and the last truss 300, and two corresponding temporary support frames 4 are provided. When hoisting the three independent trusses 1 using the above steps S41-S44, the first truss 100 is first hoisted between the corresponding mounting support 3 and the adjacent temporary support frame 4, then the last truss 300 is hoisted between the corresponding mounting support 3 and the adjacent temporary support frame 4, and finally the middle truss 200 is hoisted between the two adjacent temporary support frames 4.

[0090] In this embodiment, in steps S41-S43, in order to temporarily fix the independent truss 1, both ends of the independent truss 1 are connected to the corresponding mounting bracket 3 or the corresponding temporary support frame 4 by bolts, and guy ropes are installed on the independent truss 1 to reinforce the independent truss 1.

[0091] In this embodiment, in step S44, after the positions of several independent trusses 1 meet the requirements, a connecting plate is set between two adjacent independent trusses 1. The connecting plate is connected to the two adjacent independent trusses 1 by bolts or welding to achieve temporary docking and fixing of the two adjacent independent trusses 1.

[0092] S5. Weld and fix several independent trusses 1 in sequence.

[0093] Specifically, during the welding process of two adjacent independent trusses 1, the upper chord 11 of the independent truss 1 is aligned and welded with the upper chord 11 of the adjacent independent truss 1, and the lower chord 12 of the independent truss 1 is aligned and welded with the lower chord 12 of the adjacent independent truss 1.

[0094] Then, several insert rods 2 are added between two adjacent independent trusses 1. One end of the insert rod 2 is welded to the independent truss 1, and the other end is welded to another adjacent independent truss 1.

[0095] S6. Dismantle temporary support frame 4, unload the entire structure, and install floor slabs on the connecting bridge truss.

[0096] Specifically, step S6 includes the following steps:

[0097] S61. The dynamic monitoring points on the independent truss 1 are used as the deformation monitoring points of the connecting bridge truss.

[0098] S62. Lower the height of the two temporary support frames 4 to transfer the load generated by the bridge truss from the temporary support frames 4 to the installation support 3.

[0099] Specifically, by simultaneously and slowly lowering the height of the two temporary support frames 4 with jacks, the load of the connecting bridge truss is gradually and smoothly transferred from the temporary support frames 4 to the installation supports 3 at both ends, thereby realizing the gradual transfer of load to the installation supports 3.

[0100] S63. Use a total station to track and measure the deformation monitoring points on the bridge truss in real time, and calculate the deflection value of the bridge truss based on the tracking and measurement results until the temporary support frame 4 is completely detached from the bridge truss and the overall unloading is completed.

[0101] Specifically, by monitoring the deflection deformation value of the connecting bridge truss in real time, and comparing the actual deflection deformation value of the connecting bridge truss with the preset deflection deformation value, the system can monitor whether the connecting bridge truss meets the construction requirements during the unloading process.

[0102] S64. After unloading, lay the steel truss floor slab on the upper chord 11 of the connecting bridge truss and fix it to complete the floor slab construction.

[0103] The implementation principle of this application embodiment is as follows: This construction method transforms a large-span connecting bridge truss into several small-span independent trusses 1, and the independent trusses 1 are also assembled on-site. This reduces the transportation difficulty of the connecting bridge truss and the construction limitations caused by the limited construction site. Furthermore, the temporary support frame 4 provides support points for the hoisting of the independent trusses 1, thereby transforming the hoisting process of the large-span connecting bridge truss into the hoisting of several small-span independent trusses 1. This effectively reduces the requirements for hoisting equipment and installation risks.

[0104] Furthermore, this construction method uses BIM modeling technology to simulate and calculate the entire construction process before construction, simulating the deformation of each independent truss 1, each temporary support frame 4, and the final connecting bridge truss during construction, thereby determining the optimal construction process and ensuring the reliability of the construction process and the final connecting bridge truss structure.

[0105] In addition, this construction method also adopts graded unloading and dynamic monitoring technology to monitor the deformation of the final connecting bridge truss in real time, ensuring that the final state of the connecting bridge truss after unloading meets the design requirements, thereby guaranteeing the construction quality and long-term safety of the connecting bridge truss.

[0106] Example 2: A large-span, irregularly shaped steel structure bridge truss, referring to... Figure 4 and Figure 5 The difference between this embodiment and embodiment 1 is that a guide connecting seat 5 is provided between two adjacent independent trusses 1. A V-shaped guide groove 51 is provided on the guide connecting seat 5. The opposite ends of the two adjacent independent trusses 1 are inserted into the V-shaped guide groove 51. The guide connecting seat 5 and the independent truss 1 are detachably connected.

[0107] Reference Figure 4 and Figure 5 During the construction of the bridge truss, the guide connecting seat 5 and the temporary support frame 4 are set up one-to-one, and the guide connecting seat 5 and the upper end of the corresponding temporary support frame 4 can be detachably connected.

[0108] Based on the design of the guide connector 5, when the independent truss 1 is hoisted and aligned, the guide connector 5 and the temporary support frame 4 are assembled to form a temporary support. At the same time, the opening of the V-shaped guide groove 51 on the guide connector 5 makes it easy for the independent truss 1 to be inserted into the guide connector 5. This can provide a guiding reference for the independent truss 1, thereby changing the free docking of the independent truss 1 during hoisting to a constrained close-fitting installation. This can reduce the difficulty and risk of high-altitude operations and improve the hoisting and positioning accuracy of the independent truss 1.

[0109] Furthermore, since the guide connector 5 and the temporary support frame 4 are detachably connected, it is convenient to assemble the guide connector 5 and the temporary support frame 4 to form a temporary support mechanism for the bridge truss.

[0110] Based on this, since the guide connector 5 is detachably connected to the independent truss 1, when dismantling the temporary support mechanism, one can choose to dismantle only the temporary support frame 4 and install the guide connector 5 with the two adjacent independent trusses 1, which can improve the stability of the connection between the two adjacent independent trusses 1, thereby improving the stability of the entire bridge truss structure; or one can choose to remove both the temporary support frame 4 and the guide connector 5, which can reduce the impact and interference on the bridge truss structure.

[0111] Reference Figure 6 The guide connecting seat 5 includes a base 52 and two inclined plate frames 53. The base 52 is horizontally arranged, and the inclined plate frames 53 are arranged above the base 52. The lower sides of the two inclined plate frames 53 are connected to the base 52, and the upper sides of the two inclined plate frames 53 extend in a direction away from each other. Thus, a V-shaped guide groove 51 is formed between the two inclined plate frames 53 and the base 52.

[0112] Reference Figure 4 and Figure 7 When the bridge truss is being constructed, the base 52 is detachably connected to the upper end of the corresponding temporary support frame 4, and the independent truss 1 is lowered and inserted into the corresponding V-shaped guide groove 51.

[0113] The base 52 provides a stable load-bearing plane, thereby safely and stably transferring the weight of the independent truss 1 to the temporary support frame 4 below. The two inclined plates 53 together form the guiding surface of the V-shaped guide groove 51. Due to the inclined arrangement of the inclined plates 53, when the independent truss 1 is lowered, when the independent truss 1 is inserted into the V-shaped guide groove 51 and contacts the inclined plates 53, the independent truss 1 will automatically slide towards the center position of the V-shaped guide groove 51 by the action of its own gravity, so that the independent truss 1 is automatically positioned. This facilitates the automatic positioning of the independent truss 1, thereby ensuring the installation accuracy of the independent truss 1.

[0114] Reference Figure 5 and Figure 7 In this embodiment, after the independent truss 1 is inserted into the corresponding V-shaped guide groove 51, the inclined plate frame 53 and the base 52 are both connected to the corresponding independent truss 1 by bolts.

[0115] The bolted connection allows the guide connector 5 to be connected to and detached from the independent truss 1. When the guide connector 5 is detached from the independent truss 1, it serves only as a temporary fixture during the hoisting of the independent truss 1, improving the alignment of adjacent independent trusses 1 and ensuring reliable fastening during welding. When the guide connector 5 is connected to the independent truss 1, it acts as a permanent reinforcement between adjacent independent trusses 1. In this case, the welding between the guide connector 5 and the adjacent independent trusses 1 complements each other, thereby increasing the stability of the entire bridge truss structure.

[0116] Reference Figure 4 and Figure 6 In this embodiment, the base 52 and the corresponding temporary support frame 4 are connected by a flange. The flange connection enables a detachable connection between the guide connecting seat 5 and the corresponding temporary support frame 4, while ensuring the rigidity and strength of the connection between the guide connecting seat 5 and the corresponding temporary support frame 4, ensuring that the vertical load can be safely and stably transmitted. In addition, it facilitates quick installation and disassembly on site.

[0117] Reference Figure 8 The inclined plate frame 53 is provided with a plurality of guide wheels 54. The guide wheels 54 include a groove wheel 541, which is located in a V-shaped guide groove 51 and is rotatably and detachably connected to the inclined plate frame 53. The axial direction of the groove wheel 541 is arranged along the length direction of the guide connecting seat 5. The guide wheels 54 also include an adjusting wheel 542, which is located in a V-shaped guide groove 51 and is rotatably and detachably connected to the inclined plate frame 53. The axial direction of the adjusting wheel 542 is perpendicular to the axial direction of the groove wheel 541.

[0118] Reference Figure 8 and Figure 9 The guide wheel 54, through the design of the groove wheel 541, when the independent truss 1 is hoisted and lowered into the corresponding V-shaped guide groove 51, when the side wall of the independent truss 1 contacts the inclined plate frame 53, the groove wheel 541 contacts and supports the side wall of the independent truss 1. This transforms the sliding friction between the independent truss 1 and the inclined plate frame 53 into rolling friction between the groove wheel 541 and the independent truss 1. This effectively reduces the friction between the independent truss 1 and the guide connecting seat 5, thereby improving the smoothness of the independent truss 1 falling into the corresponding position in the V-shaped guide groove 51, and thus effectively reducing scratches and damage to the surface coating of the independent truss 1.

[0119] Reference Figure 8 and Figure 10With the design of the adjusting wheel 542, the guide wheel 54 supports the independent truss 1 after it falls into the V-shaped guide groove 51. When the independent truss 1 needs to adjust its position along its own length, the adjusting wheel 542 can convert the sliding friction between the independent truss 1 and the guide connecting seat 5 into rolling friction, which makes it easier for the independent truss 1 to finely adjust its position along its own length, and thus facilitates the alignment and welding of two adjacent independent trusses 1.

[0120] Reference Figure 8 and Figure 11 In this embodiment, a first plate frame 55 and a second plate frame 56 are provided on the side of the inclined plate frame 53 opposite to the other inclined plate frame 53, and both the first plate frame 55 and the second plate frame 56 are detachably connected to the corresponding inclined plate frame 53. The second plate frame 56 is located between the first plate frame 55 and the corresponding inclined plate frame 53. A plurality of groove-entry wheels 541 are rotatably mounted on the first plate frame 55, and a plurality of adjustment wheels 542 are rotatably mounted on the second plate frame 56. Both the groove-entry wheels 541 and the adjustment wheels 542 pass through the corresponding inclined plate frame 53 and are inserted into the corresponding V-shaped guide groove 51.

[0121] Reference Figure 8 and Figure 11 Since the grooved wheels 541 are all mounted on the first plate frame 55 and the adjusting wheels 542 are all mounted on the second plate frame 56, and the first plate frame 55 and the second plate frame 56 are detachably connected to the inclined frame plate, the grooved wheels 541 can be disassembled and assembled by disassembling and assembling the first plate frame 55, and the adjusting wheels 542 can be disassembled and assembled by disassembling and assembling the second plate frame 56. Therefore, it is convenient to disassemble and maintain the guide wheels 54.

[0122] Furthermore, after two adjacent independent trusses 1 are installed into the guide connecting seat 5, the first plate frame 55 and the second plate frame 56 can be disassembled, thereby making the independent truss 1 and the guide connecting seat 5 in rigid contact. Under the action of the independent truss 1's own power, the independent truss 1 and the guide connecting seat 5 form a static locking state, which facilitates the welding of two adjacent independent trusses 1 and also facilitates the connection of the guide connecting seat 5 to two adjacent independent trusses 1.

[0123] Reference Figure 9 and Figure 10 In this embodiment, to reduce mutual interference between the entry wheel 541 and the adjustment wheel 542, the diameter of the entry wheel 541 is adjusted to be larger than the diameter of the adjustment wheel 542. This ensures that when the independent truss 1 enters the V-shaped guide groove 51, the independent truss 1 first contacts the entry wheel 541, facilitating the entry of the independent truss 1 into the V-shaped guide groove 51. Then, the first plate frame 55 is disassembled, at which point the independent truss 1 automatically falls to contact the adjustment wheel 542, facilitating the movement and adjustment of the position of the independent truss 1. Finally, the second plate frame 56 is disassembled, at which point the independent truss 1 and the guide connecting seat 5 are in a statically locked state.

[0124] The implementation principle of this application embodiment is as follows: Before hoisting the independent truss 1, the guide connecting seat 5 is installed at the top of the temporary support frame 4. When hoisting the independent truss 1, the V-shaped guide groove 51 guides the independent truss 1 to fall. The independent truss 1 entering the V-shaped guide groove 51 first contacts the groove wheel 541 and slides smoothly into the bottom of the V-shaped guide groove 51 under the rolling action of the groove wheel 541, completing the initial positioning. After two adjacent independent trusses 1 are in place, the first plate frame 55 is removed. The independent truss 1 sinks due to gravity and contacts the adjusting wheel 542. At this time, the independent truss 1 can be adjusted along its own length direction, so that the two adjacent independent trusses 1 are close to each other and aligned until the welds on the two adjacent independent trusses 1 are aligned, thereby realizing the alignment of the two adjacent independent trusses 1. After the alignment is completed, the second plate frame 56 is removed. The independent truss 1 finally sinks and rigidly fits against the inner wall of the inclined plate frame 53 of the guide connecting seat 5, forming a stable static locking state. Subsequently, the independent truss 1 is temporarily secured with bolts, and the two adjacent independent trusses 1 are permanently welded together. After welding, the guide connector 5 is either disassembled or connected to the two adjacent independent trusses 1, depending on the design requirements.

[0125] The embodiments described in this specific implementation are preferred embodiments of this application and are not intended to limit the scope of protection of this application. Identical components are represented by the same reference numerals. Therefore, all equivalent changes made to the structure, shape, and principle of this application should be covered within the scope of protection of this application.

Claims

1. A large-span, irregularly shaped cross-section steel structure bridge truss, characterized in that, include: Several independent trusses (1), each independent truss (1) includes a lower chord (12) and two upper chords (11), the two upper chords (11) are arranged in parallel and spaced apart, the lower chord (12) is arranged in parallel and spaced apart from the upper chords (11), and the lower chord (12) is located between the two upper chords (11), and the lower chord (12) is located below the upper chords (11) in the vertical direction; A plurality of inclined web members (13) are provided between the upper chord (11) and the lower chord (12). One end of the inclined web member (13) is connected to the corresponding upper chord (11), and the other end is connected to the lower chord (12). A straight web member (14) is provided between the two upper chord members (11), and the two ends of the straight web member (14) are respectively connected to the corresponding upper chord members (11); Several independent trusses (1) are arranged sequentially along their own length direction, and the upper chord (11) in the independent truss (1) is coaxially welded with the upper chord (11) in the adjacent independent truss (1), and the lower chord (12) in the independent truss (1) is coaxially welded with the lower chord (12) in the adjacent independent truss (1). It also includes a guide connector (5), which includes a base (52) and two inclined plate frames (53). The base (52) is horizontally arranged, and the inclined plate frames (53) are arranged above the base (52). The lower sides of the two inclined plate frames (53) are connected to the base (52), and the upper sides of the two inclined plate frames (53) extend in a direction away from each other. A V-shaped guide groove (51) is formed between the two inclined plate frames (53) and the base (52). The guide connector (5) is disposed between two adjacent independent trusses (1), and the independent truss (1) is plugged into the V-shaped guide groove (51). The guide connector (5) is detachably connected to the independent truss (1). A number of guide wheels (54) are rotatably arranged on the inclined plate frame (53), and the guide wheels (54) abut against the corresponding independent truss (1).

2. The large-span irregular cross-section steel structure bridge truss according to claim 1, characterized in that, A fitting rod (2) is provided between two adjacent independent trusses (1). One end of the fitting rod (2) is connected to the independent truss (1), and the other end is connected to the adjacent independent truss (1).

3. A construction method for a large-span, irregularly shaped steel structure bridge truss, used for constructing the large-span, irregularly shaped steel structure bridge truss as described in any one of claims 1-2, characterized in that, Includes the following steps: S1. Install mounting brackets (3) on the two buildings to be connected. S2. Set up several temporary support frames between the two buildings to be connected (4). S3. Assemble several independent trusses (1) at the construction site. S4. The independent truss (1) is hoisted between two adjacent temporary support frames (4) and between the mounting support (3) and the adjacent temporary support frame (4), and several independent trusses (1) are connected in sequence to form a bridge truss. S5. Weld and fix several of the independent trusses (1) in sequence; S6. Disassemble all the temporary support frames (4).

4. The construction method for a large-span, irregularly shaped steel structure bridge truss according to claim 3, characterized in that, Step S3 also includes the following steps: Harden the ground at the construction site; A temporary assembly frame was erected on the hardened ground; The lower chord (12) is hoisted onto the temporary assembly frame, and the lower chord (12) is positioned and installed on the temporary assembly frame; The two upper chord rods (11) are hoisted onto the temporary assembly frame in sequence, and the upper chord rods (11) are positioned and installed on the temporary assembly frame; The diagonal web member (13) is installed between the lower chord (12) and the two upper chords (11). The straight web member (14) is installed between the two upper chord members (11). Repeat the above steps until all of the individual trusses (1) are assembled.

5. The construction method for a large-span, irregularly shaped steel structure bridge truss according to claim 4, characterized in that, In step S5: During the welding process of two adjacent independent trusses (1), the upper chord (11) of the independent truss (1) is aligned and welded with the upper chord (11) of the adjacent independent truss (1), and the lower chord (12) of the independent truss (1) is aligned and welded with the lower chord (12) of the adjacent independent truss (1).

6. The construction method for a large-span, irregularly shaped steel structure bridge truss according to claim 3, characterized in that, In step S4: Before each of the independent trusses (1) is hoisted, several dynamic monitoring points are set on the independent trusses (1); During the hoisting process of the independent truss (1), a total station is used to track and measure the dynamic monitoring points on the independent truss (1) in real time, and the position of the independent truss (1) is adjusted according to the tracking and measurement results.

7. The construction method for a large-span, irregularly shaped steel structure bridge truss according to claim 6, characterized in that, In step S4: After all the independent trusses (1) are hoisted into place, a total station is used to perform real-time dynamic tracking and measurement of the dynamic monitoring points on the independent trusses (1) to detect the horizontality and verticality of the independent trusses (1). Based on the test results, the positions of the corresponding independent trusses (1) will be adjusted until the horizontality and verticality of several independent trusses (1) meet the preset requirements.

8. The construction method for a large-span, irregularly shaped steel structure bridge truss according to claim 3, characterized in that, Step S6 also includes the following steps: S61. Set up deformation monitoring points on the bridge truss; S62. Lower the height of the two temporary support frames (4) to transfer the load generated by the bridge truss from the temporary support frames (4) to the mounting supports (3); S63. Use a total station to track and measure the deformation monitoring points on the bridge truss in real time, and calculate the deflection value of the bridge truss based on the tracking and measurement results until the temporary support frame (4) is completely detached from the bridge truss.

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