Steel frame-composite lateral force resisting structural system and method of assembly

Abstract

The present application relates to steel frame assembly technical field, and disclose a kind of steel frame-combination lateral force resisting system and assembly method, a kind of steel frame-combination lateral force resisting system assembly method, comprising: step S1, foundation positioning and support installation;Step S2, main frame hoisting;Step S3, transverse beam installation and node splicing fixed;Step S4, repeat installation and expand to full-span structure;Step S5, final fastening and acceptance detection.The present application follows the logic of "first welding flaw detection, then load test, finally glue sealing", to prevent hidden works "sealing with disease";Modified epoxy resin is injected under equivalent static load stress state, fill micro gap, form prestressed occlusion after unloading, realize excellent "reinforcement under load" and fatigue resistance, last glue emptying air before acceptance, maximum limit reduce water vapor residue, achieve real air-tight long-term corrosion protection.

Description

Technical Field

[0001] This invention relates to the field of steel frame assembly technology, specifically to a steel frame-composite lateral force resisting structure system and assembly method. Background Technology

[0002] Steel structures are widely used in large-span industrial plants, stadiums, and public buildings due to their advantages such as high strength, light weight, and short construction period. Among them, the spatial grid-like lateral force resisting structure system, composed of main trusses, top trusses, and lateral supports, has become the mainstream form of large-span structures due to its excellent geometric stability and load-bearing capacity.

[0003] However, several technical challenges remain to be addressed in the existing assembly and construction methods for this type of structural system, hindering further improvements in project quality, safety, and durability:

[0004] First, welded joints in steel structures are stress concentration areas and high-risk corrosion zones. Traditionally, after welding, the surface is immediately derusted, painted, or covered with anti-corrosion material. This approach has two major drawbacks: first, quality verification is lacking; after the anti-corrosion layer is applied, defects such as cracks and porosity inside the weld cannot be detected by ultrasonic testing, easily leading to "sealing with defects" and leaving permanent hidden dangers; second, the reinforcement effect is limited, as traditional coatings only serve an isolation function and cannot fill micro-cracks in the weld, let alone participate in structural stress. Second, traditional construction methods often employ "high-altitude assembly" or "segmented hoisting followed by high-altitude splicing." This approach not only results in a large amount of high-altitude welding and bolting work, increasing safety risks and construction difficulty, but also, due to the limitations of high-altitude work platforms, makes it difficult to perform precise operations on complex joints, making it difficult to guarantee splicing accuracy. Therefore, a steel frame-composite lateral force resisting structure assembly method is proposed. Summary of the Invention

[0005] This invention provides a steel frame-composite lateral force resisting structure system assembly method that follows the logic of "welding and flaw detection first, then load testing, and finally sealing with adhesive," eliminating the "sealing with defects" of concealed works. Modified epoxy resin is injected under equivalent static load conditions to fill microscopic gaps. After unloading, prestressed interlocking is formed, achieving excellent "load-bearing reinforcement" and fatigue resistance. Before acceptance, the final adhesive injection removes air, minimizing moisture residue and achieving true airtight long-term corrosion protection. This solves the problems mentioned in the background technology of traditional anti-corrosion coatings that hinder flaw detection, leading to sealing with defects, and that coatings only isolate but cannot fill gaps and reinforce the load.

[0006] This invention provides the following technical solution:

[0007] A steel frame-composite lateral force resisting structure system includes a top truss unit and multiple sets of main truss units arranged sequentially in the horizontal direction. The main truss units are arranged in parallel, and each set of main truss units forms a triangular structure with the top truss unit. Multiple sets of transverse beams are installed between adjacent sets of main truss units to form a spatial grid-like stable structure. The system also includes a lower chord and diagonal web members, both of which are fixed between the lower sections of adjacent sets of main truss units. The lower chord, diagonal web members, and main truss units together form a triangular structure.

[0008] As a preferred embodiment of the present invention, each main truss unit is composed of multiple main trusses connected end to end, and the top truss unit is composed of multiple top trusses connected end to end. The main trusses and the top trusses are fixed together by connecting supports.

[0009] As a preferred embodiment of the present invention, the connection points of the main truss, top truss, lower chord, diagonal web members, and transverse beams are all equipped with connecting parts. Each connecting part includes multiple sets of welding plates, which are welded and fixed at each of the above connection points, and each connection point is snapped and fixed with a sealing box.

[0010] As a preferred embodiment of the present invention, the bottom end of the top truss unit and each group of main truss units is fixedly connected to a support base, which is fixed to the foundation ground by means of a concrete pier or a steel base.

[0011] An assembly method for a steel frame-composite lateral force resisting structure system includes the following steps:

[0012] Step S1: Foundation positioning and support installation;

[0013] Step S2: Main frame hoisting;

[0014] Step S3: Installation of transverse beams and splicing and fixing of nodes;

[0015] Step S4: Repeat the installation and extend to the entire span structure;

[0016] Step S5: Final tightening and acceptance testing.

[0017] As a preferred embodiment of the present invention, the specific steps of foundation positioning and support installation in step S1 are as follows:

[0018] S101. Surveying and setting out: Using a total station, set out the axial positions of each main truss unit and the center points of the supports on the ground;

[0019] S102. Positioning of support base: Place the prefabricated support base on the foundation ground after positioning, then insert the adjustable anchor bolts and initially tighten them to 30%-50% of the design preload, leaving room for fine adjustment.

[0020] S103. Verification: Re-measure the relative spacing and top elevation of all supports. After confirming that there are no errors, tighten the anchor bolts to 70%-80% of the design preload as a temporary lock.

[0021] As a preferred embodiment of the present invention, the specific steps for hoisting the main frame in step S2 are as follows:

[0022] S201, Ground Pre-assembly: The main truss and the top truss are pre-assembled on the ground through the connecting parts;

[0023] S202, Structural hoisting: Use a crane to hoist the first truss structure after pre-assembly and slowly lower it above the support bases at both ends. Then, guide the ends of the rods to be precisely inserted into the reserved holes in the support bases. At the same time, use two theodolites to monitor the verticality of the truss structure in two mutually perpendicular directions. Adjust it by pulling with guy ropes until the verticality deviation meets the installation requirements.

[0024] S203. Install no fewer than two guy ropes on both sides of the first truss and fix them to ground anchor points;

[0025] S204. Hoist the 2nd to Nth truss structures in sequence. After each truss is hoisted, immediately connect it to the previous truss with a temporary support rod to form a stable "frame" system.

[0026] As a preferred embodiment of the present invention, in step S3, the installation of the transverse beam and the splicing and fixing of the nodes specifically include:

[0027] S301. Workers move along the walkway or lifting platform, align the prefabricated transverse beam with the intersection of two adjacent trusses, and push it in with the assistance of light machinery or manually until the beam end reaches the preset position at the intersection of the trusses.

[0028] S302. Then, multiple sets of welding plates are manually welded and fixed at various intersections and connections to form a stable structural system.

[0029] S303. At the same time, following the order of "main first, then secondary, bottom first, then top", connect the diagonal web members and the lower chord members to complete the multi-node installation;

[0030] S304. Check the locking status of each newly installed node to ensure there is no looseness or loose connection.

[0031] As a preferred embodiment of the present invention, in step S5, the specific steps of the final tightening and acceptance inspection include:

[0032] S501. Apply the final torque to all anchor bolts of the support base to achieve the design preload value, and mark them to prevent loosening.

[0033] S502. Conduct visual inspection and ultrasonic testing on key stress nodes, focusing on checking for cracks at the welded parts of each node.

[0034] S503. Apply an equivalent static load to simulate the roof dead load and conduct a load test:

[0035] S5031, Deformation Monitoring: Monitoring mid-span deflection using a laser displacement meter. It should meet ;

[0036] S5032, Stress monitoring: Use strain gauges to obtain data on the structural system before and after the load is applied, compare the results with the finite element analysis results, and the deviation should be within ±15%;

[0037] S504. After the load test results meet the installation requirements, wrap the sealing box around each welding point and inject modified epoxy resin potting glue into the sealing box until the gas inside the sealing box is completely emptied, thereby achieving the functions of corrosion protection and structural reinforcement.

[0038] S505. Organize construction records, node locking checklists, material certificates of conformity and test reports to form a completion archive; and after confirming that the structure has the self-balancing ability and lateral force resistance performance required by the design, sign the acceptance certificate.

[0039] Compared with the prior art, the present invention provides a steel frame-composite lateral force resisting structure system and assembly method, which has the following beneficial effects:

[0040] 1. The assembly method of this steel frame-composite lateral force resisting structure system follows the logic of "welding and inspection first, load testing second, and sealing with glue last" to prevent "sealing with defects" in concealed works; modified epoxy resin is injected under equivalent static load to fill micro gaps, and prestressed interlocking is formed after unloading to achieve excellent "load-bearing reinforcement" and fatigue resistance. Before acceptance, the glue is injected last to remove air, minimizing moisture residue and achieving true airtight long-term corrosion protection.

[0041] 2. The assembly method of this steel frame-composite lateral force resisting structure system adopts a ground pre-splitting strategy, assembling the main truss and top truss into stable triangular units before hoisting them as a whole, which greatly reduces high-altitude operations and ensures splicing accuracy. The innovative introduction of a dual theodolite orthogonal monitoring and cable guy rope dynamic traction linkage mechanism eliminates installation errors in two directions in real time, ensuring that the first truss is absolutely vertical, laying the foundation for the cumulative error control of subsequent structures, and significantly improving assembly accuracy and construction efficiency.

[0042] 3. The assembly method of this steel frame-composite lateral force resisting structure system adopts the "lifting and connection" strategy. After each frame is lifted, temporary supports are immediately set up to form a stable frame, ensuring instantaneous stability during construction and effectively resisting sudden loads to reduce the risk of collapse. With the graded pre-tightening process, through the elastic reservation mechanism of initial tightening, temporary locking and final tightening, the supports are allowed to self-adapt slightly with structural deformation, avoiding secondary stress or bolt shear caused by premature rigid locking, and ensuring structural safety. Attached Figure Description

[0043] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the accompanying drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. In all the drawings, the elements or parts are not necessarily drawn to actual scale.

[0044] Figure 1 This is a three-dimensional schematic diagram of the structural system of the present invention;

[0045] Figure 2 This is a three-dimensional schematic diagram of the structural system of the present invention before welding;

[0046] Figure 3 This is a three-dimensional schematic diagram of the structural system of the present invention after welding;

[0047] Figure 4 This is a schematic diagram of the interior of the sealed box of the structural system of the present invention;

[0048] Figure 5 This is a schematic diagram of the welding plate connection structure of the present invention;

[0049] Figure 6 This is a flowchart of the assembly method of the structural system of the present invention.

[0050] In the diagram: 1. Top truss unit; 101. Top truss; 2. Main truss unit; 201. Transverse beam; 202. Main truss; 3. Lower chord; 4. Diagonal web member; 5. Welded plate; 51. Sealing box; 6. Support base; 7. Connecting support. Detailed Implementation

[0051] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0052] Example 1:

[0053] Reference Figures 1-5A steel frame-composite lateral force resisting structure system includes a top truss unit 1, and further includes: multiple sets of main truss units 2 arranged sequentially in the horizontal direction, wherein the multiple sets of main truss units 2 are arranged in parallel, each set of main truss units 2 and the top truss unit 1 forming a triangular structure, and multiple sets of transverse beams 201 are installed between adjacent sets of main truss units 2 to form a spatial grid-like stable structure. In addition, tie rods for fixing to the main steel structure of the interior are welded and fixed on the transverse beams 201; a lower chord 3 and a diagonal web member 4, the lower chord 3 and the diagonal web member 4 are fixed between the lower sections of adjacent sets of main truss units 2, and the lower chord 3, the diagonal web member 4 and the main truss units 2 together form a triangular structure; each set of main truss units 2 is formed by connecting multiple sets of main trusses 202 end to end, and the top truss unit 1 is formed by connecting multiple sets of top trusses 101 end to end, and the main trusses 202 and the top trusses 101 are fixed together by connecting supports 7.

[0054] The connection points of the main truss 202, top truss 101, lower chord 3, diagonal web members 4, and transverse beam 201 are all equipped with connecting parts. The connecting parts include multiple sets of welding plates 5, which are welded and fixed to each of the above connection points. Each connection point is also clamped and fixed with a sealing box 51. After the sealing box 51 is assembled, modified epoxy resin injection glue is injected into it until the gas inside the sealing box is completely vented, thereby achieving the functions of corrosion protection and structural reinforcement. In addition, the connection points of the side wall extension of the main truss 202 are all equipped with limiting blocks to improve the support strength of each splicing point and thus improve the stability of the entire structural system. The bottom end of the top truss unit 1 and each set of main truss units 2 is fixedly connected to a support base 6, which is fixed to the foundation ground by means of concrete piers or steel bases.

[0055] Through the above structural configuration, the main truss unit 2 and the top truss unit 1 form a triangle in the main plane. Furthermore, in the horizontal direction, the adjacent main trusses are connected into new triangular units through the lower chord 3 and the diagonal web members 4. This dual geometrically invariant system of "planar triangle + spatial triangle" completely eliminates the risk of parallelogram shear deformation that is prone to occur in traditional rectangular frames. Moreover, the spatial grid structure formed between the steel structure systems can quickly disperse the horizontal forces generated by vertical loads, wind loads, and seismic actions to each supporting base 6 through multi-directional triangular units. Compared with traditional unidirectional load-bearing structures, its torsional stiffness and lateral displacement resistance are significantly improved.

[0056] In addition, by injecting modified epoxy resin potting compound into the sealed box 51, the cured compound not only fills all the gaps, but also bonds the welding plate 5, the ends of the rods, and the inner wall of the sealed box into a high-strength composite whole. This transforms the node, which originally only served as a connection, into a load-bearing component with a stiffening rib effect, effectively reducing the stress concentration coefficient at the weld root and improving the fatigue life of the node. Utilizing the high permeability of the low-viscosity colloid, the air inside the sealed box is completely replaced and penetrates into the micro-cracks, creating a "vacuum-level" protective environment that is absolutely isolated from water vapor, oxygen, and corrosive media, fundamentally eliminating node corrosion and significantly extending the service life of the structure.

[0057] Example 2:

[0058] Reference Figures 1-6 Similar to Example 1, but based on Example 1, a method for assembling a steel frame-composite lateral force resisting structure system is proposed, including the following steps:

[0059] Step S1: Foundation positioning and support installation;

[0060] Step S2: Main frame hoisting;

[0061] Step S3: Installation of transverse beams and splicing and fixing of nodes;

[0062] Step S4: Repeat the installation and extend to the entire span structure;

[0063] Step S5: Final tightening and acceptance testing.

[0064] In step S1, the specific steps for foundation positioning and support installation are as follows:

[0065] S101. Surveying and setting out: Using a total station, set out the axial positions of each main truss unit and the center points of the supports on the ground;

[0066] S102. Positioning of support base: Place the prefabricated support base on the foundation ground after positioning, then insert the adjustable anchor bolts and initially tighten them to 30%-50% of the design preload, leaving room for fine adjustment.

[0067] S103. Verification: Re-measure the relative spacing and top elevation of all supports. After confirming that there are no errors, tighten the anchor bolts to 70%-80% of the design preload as a temporary lock.

[0068] In addition, if there is a risk of uneven settlement in the foundation, the distribution of support reaction forces needs to be verified according to the following formula:

[0069]

[0070] in, For the first Each support reaction force, For the total vertical load, For eccentric bending moment, For the total number of supports, For the first The horizontal distance from the support to the centroidal axis of the structure; This is the sum of the squares of the distances from all supports to the centroidal axis of the structure.

[0071] In step S2, the specific steps for hoisting the main frame are as follows:

[0072] S201, Ground Pre-assembly: The main truss and the top truss are pre-assembled on the ground through the connecting parts;

[0073] S202, Structural hoisting: Use a crane to hoist the first truss structure after pre-assembly and slowly lower it above the support bases at both ends. Then, guide the ends of the rods to be precisely inserted into the reserved holes in the support bases. At the same time, use two theodolites to monitor the verticality of the truss structure in two mutually perpendicular directions. Adjust it by pulling with guy ropes until the verticality deviation meets the installation requirements.

[0074] S203. Install no fewer than two guy ropes on both sides of the first truss and fix them to ground anchor points;

[0075] S204. Hoist the 2nd to Nth truss structures in sequence. After each truss is hoisted, immediately connect it to the previous truss with a temporary support rod to form a stable "frame" system.

[0076] In step S3, the installation of the transverse beam and the splicing and fixing of the nodes specifically include:

[0077] S301. Workers move along the walkway or lifting platform, align the prefabricated transverse beam with the intersection of two adjacent trusses, and push it in with the assistance of light machinery or manually until the beam end reaches the preset position at the intersection of the trusses.

[0078] S302. Then, multiple sets of welding plates are manually welded and fixed at various intersections and connections to form a stable structural system.

[0079] S303. At the same time, following the order of "main first, then secondary, bottom first, then top", connect the diagonal web members and the lower chord members to complete the multi-node installation;

[0080] S304. Check the locking status of each newly installed node to ensure there is no looseness or loose connection.

[0081] After locking, the shear capacity of the node must satisfy the following formula calculation result:

[0082]

[0083] in, To design shear force, Resistance partial factor (taken as 0.85). For the number of pins, The cross-sectional area and shear strength of the pin are given. The effective contact area of ​​the toothed groove and the yield strength of the steel are considered.

[0084] In step S5, the specific steps for final tightening and acceptance testing include:

[0085] S501. Apply the final torque to all anchor bolts of the support base to achieve the design preload value, and mark them to prevent loosening.

[0086] S502. Conduct visual inspection and ultrasonic testing on key stress nodes, focusing on checking for cracks at the welded parts of each node.

[0087] S503. Apply an equivalent static load to simulate the roof dead load and conduct a load test:

[0088] S5031, Deformation Monitoring: Monitoring mid-span deflection using a laser displacement meter. It should meet , For span;

[0089] S5032, Stress monitoring: Use strain gauges to obtain data on the structural system before and after the load is applied, compare the results with the finite element analysis results, and the deviation should be within ±15%;

[0090] S504. After the load test results meet the installation requirements, wrap the sealing box around each welding point and inject modified epoxy resin potting glue into the sealing box until the gas inside the sealing box is completely emptied, thereby achieving the functions of corrosion protection and structural reinforcement.

[0091] S505. Organize construction records, node locking checklists, material certificates of conformity and test reports to form a completion archive; and after confirming that the structure has the self-balancing ability and lateral force resistance performance required by the design, sign the acceptance certificate.

[0092] In step S201, this method employs a "ground pre-assembly" strategy, assembling the main truss and top truss into stable triangular units on the ground before hoisting them as a whole. This not only significantly reduces the amount of high-altitude work and safety hazards but also utilizes the spacious working space on the ground to ensure assembly accuracy. Furthermore, in step S202, an innovative linkage adjustment mechanism of "dual theodolite orthogonal monitoring + dynamic traction of guy ropes" is introduced. Compared to traditional single-point correction, this bidirectional real-time monitoring can eliminate installation errors more quickly, ensuring the absolute verticality of the first truss as a reference. This lays a solid foundation for controlling the cumulative errors of subsequent structures, achieving a dual improvement in the assembly accuracy and efficiency of the structural system.

[0093] In this method, step S204 stipulates that each hoisted frame is immediately connected to the previous frame with a temporary support rod to form a stable "frame" system. This measure changes the traditional construction method that requires waiting for the entire main structure to be installed before installing the support, ensuring instantaneous stability during construction. Even if a sudden wind load or asymmetrical load is encountered, the installed part can resist the lateral force as a whole, greatly reducing the risk of construction collapse. Furthermore, in steps S102-S103, a graded pre-tightening process of "30%-50% initial tightening, verification, 70%-80% temporary locking, and final 100% final tightening" is adopted. This elastic reservation mechanism allows the support to make slight adaptive adjustments as the structure settles or deforms during subsequent hoisting, avoiding the risk of secondary stress on the support or bolt shearing caused by premature rigid locking.

[0094] This method strictly follows the logic of "welding and fixing first, then load testing, and finally sealing with adhesive." Only after confirming the ultrasonic flaw detection is qualified in step S502 and the load test data meets the standards in step S503 can the sealing box be installed and adhesive be injected. This ensures that all concealed works are rigorously verified before sealing, eliminating the quality risks of "sealing with defects." Furthermore, after applying the equivalent static load in step S503, the structure is in a true stress and deformation state. At this time, the modified epoxy resin is injected in step S504. During the curing process, the colloid can fill the micro-gaps under stress. After unloading, the cured colloid forms a stronger pre-stressed bond with the steel, truly achieving "load-bearing reinforcement," which has better fatigue resistance than no-load adhesive injection. Moreover, the colloid is injected to purge air in the last process before acceptance, minimizing the possibility of residual moisture and oxygen inside the anti-corrosion layer, achieving true "airtight" anti-corrosion.

[0095] Components not described in detail in this article are existing technologies.

[0096] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A steel frame-composite lateral force resisting structure system, comprising a top truss unit (1), characterized in that, Also includes: Multiple sets of main truss units arranged sequentially along the horizontal direction (2). Among them, multiple sets of main truss units (2) are arranged in parallel, and each set of main truss units (2) forms a triangular structure with the top truss unit (1). Multiple sets of transverse beams (201) are installed between two adjacent sets of main truss units (2) to form a spatial grid-like stable structure. The lower chord (3) and the diagonal web member (4) are fixed between the lower sections of two adjacent main truss units (2), and the lower chord (3), the diagonal web member (4) and the main truss unit (2) together form a triangular structure. Each main truss unit (2) is formed by connecting multiple main trusses (202) end to end, and the top truss unit (1) is formed by connecting multiple top trusses (101) end to end. The main trusses (202) and the top trusses (101) are fixed together by connecting supports (7). The connection points of the main truss (202), top truss (101), lower chord (3), diagonal web members (4), and transverse beams (201) are all equipped with connecting parts. The connecting part includes multiple sets of welding plates (5), the welding plates (5) are welded and fixed at each connection point, and each connection point is snapped and fixed with a sealing box (51). The bottom of each top truss unit (1) and each main truss unit (2) is fixedly connected to a support base (6), which is fixed to the foundation ground by means of a concrete pier or a steel base.

2. An assembly method for a steel frame-composite lateral force resisting structural system, applied to the steel frame-composite lateral force resisting structural system as described in claim 1, characterized in that, The steps include the following: Step S1: Foundation positioning and support installation; Step S2: Main frame hoisting; Step S3: Installation of transverse beams and splicing and fixing of nodes; Step S4: Repeat the installation and extend to the entire span structure; Step S5: Final tightening and acceptance testing.

3. The assembly method of a steel frame-composite lateral force resisting structural system according to claim 2, characterized in that, In step S1, the specific steps for foundation positioning and support installation are as follows: S101. Surveying and setting out: Using a total station, set out the axial positions of each main truss unit and the center points of the supports on the ground; S102. Positioning of support base: Place the prefabricated support base on the foundation ground after positioning, then insert the adjustable anchor bolts and initially tighten them to 30%-50% of the design preload, leaving room for fine adjustment. S103. Verification: Re-measure the relative spacing and top elevation of all supports. After confirming that there are no errors, tighten the anchor bolts to 70%-80% of the design preload as a temporary lock.

4. The assembly method of a steel frame-composite lateral force resisting structural system according to claim 2, characterized in that, In step S2, the specific steps for hoisting the main frame are as follows: S201, Ground Pre-assembly: The main truss and the top truss are pre-assembled on the ground through the connecting parts; S202, Structural hoisting: Use a crane to hoist the first truss structure after pre-assembly and slowly lower it above the support bases at both ends. Then, guide the ends of the rods to be precisely inserted into the reserved holes in the support bases. At the same time, use two theodolites to monitor the verticality of the truss structure in two mutually perpendicular directions. Adjust it by pulling with guy ropes until the verticality deviation meets the installation requirements. S203. Install no fewer than two guy ropes on both sides of the first truss and fix them to ground anchor points; S204. Hoist the 2nd to Nth truss structures in sequence. After each truss is hoisted, immediately connect it to the previous truss with a temporary support rod to form a stable "frame" system.

5. The assembly method of a steel frame-composite lateral force resisting structural system according to claim 2, characterized in that, In step S3, the installation of the transverse beam and the splicing and fixing of the nodes specifically include: S301. Workers move along the walkway or lifting platform, align the prefabricated transverse beam with the intersection of two adjacent trusses, and push it in with the assistance of light machinery or manually until the beam end reaches the preset position at the intersection of the trusses. S302. Then, multiple sets of welding plates are manually welded and fixed at various intersections and connections to form a stable structural system. S303. At the same time, following the order of "main first, secondary second, bottom first, top first", connect the diagonal web members and the lower chord members to complete the multi-node installation; S304. Check the locking status of each newly installed node to ensure there is no looseness or loose connection.

6. The assembly method of a steel frame-composite lateral force resisting structural system according to claim 2, characterized in that, In step S5, the specific steps for the final tightening and acceptance testing include: S501. Apply the final torque to all anchor bolts of the support base to achieve the design preload value, and mark them to prevent loosening. S502. Conduct visual inspection and ultrasonic testing on key stress nodes, focusing on checking for cracks at the welded parts of each node. S503. Apply an equivalent static load to simulate the roof dead load and conduct a load test: S5031, Deformation Monitoring: Monitoring mid-span deflection using a laser displacement meter. It should meet , L For span; S5032, Stress monitoring: Use strain gauges to obtain data on the structural system before and after the load is applied, compare the results with the finite element analysis results, and the deviation should be within ±15%; S504. After the load test results meet the installation requirements, wrap the sealing box around each welding point and inject modified epoxy resin potting glue into the sealing box until the gas inside the sealing box is completely vented, thereby achieving the functions of corrosion protection and structural reinforcement. S505. Organize construction records, node locking checklists, material certificates of conformity and test reports to form a completion archive; and after confirming that the structure has the self-balancing ability and lateral force resistance performance required by the design, sign the acceptance certificate.

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