Wind resistance and shock absorption method for sliding construction of large-span space truss roof

Abstract

The invention provides a wind resistance and shock absorption method for sliding construction of a large-span space truss roof, and relates to the technical field of sliding construction of truss roofs. The construction method comprises the main construction steps of early-stage preparation and design confirmation, anchoring point installation, wind-resistant cable laying and connection, pre-tensioning and adjustment, dynamic monitoring and sliding synchronous adjustment and staged installation and disassembly. Through scientific wind-resistant cable design and fine construction control, the wind-resistant stability in the sliding process of the truss can be effectively improved, and engineering safety and progress are guaranteed.

Description

Technical Field

[0001] The present invention relates to the technical field of long - span truss structure construction, and particularly to a wind - resistance and vibration - damping method for the sliding construction of a long - span spatial truss roof. Background Technique

[0002] With the rapid development of China's economy, more and more large - scale sports events are held in China. At the same time, a large number of large - span stadiums are emerging in China. During the sliding construction of a large - span roof, the truss is exposed to the high - altitude environment, and wind disturbance is likely to cause the deviation of the sliding track or structural vibration, affecting the positioning accuracy and increasing the safety risk. Summary of the Invention

[0003] The purpose of the present invention is to solve the problems that traditional wind - resistance cables need to be fixed to the ground or temporary supports, cannot meet the dynamic adjustment requirements of the sliding track, and have low installation efficiency; conventional shock absorbers need to be installed after the structure is fixed and cannot suppress vibration in real - time during the sliding process; in the sliding of multi - section trusses, the asymmetric action of wind force on the segmented structure is likely to cause local deformation, affecting the stability of the overall structure; traditional methods rely on temporary counterweights or support frames, occupy the construction site and are difficult to recycle, increasing the construction period and cost. To solve the above problems, the present invention provides a wind - resistance and vibration - damping method for the sliding construction of a long - span spatial truss roof.

[0004] The technical solution adopted by the present invention is as follows:

[0005] A wind - resistance and vibration - damping method for the sliding construction of a long - span spatial truss roof, the construction method comprising the following steps:

[0006] Step 1: Preliminary preparation and design confirmation. According to the construction drawings and the results of wind load calculation, clarify the layout position, quantity, tensile force and anchorage point design of the wind - resistance cable (6), select high - strength steel wire rope as the wind - resistance cable (6), check whether its specifications and breaking force meet the design requirements, and mark the anchorage point positions on the vertical steel frames (4) on both sides of the truss sliding track to ensure symmetric layout;

[0007] Step 2: Anchorage point installation. Install anchorage supports on the ground embedded parts, vertical steel frames (4) and temporary ground anchors (8) at the pre - designed anchorage positions to ensure that their bearing capacity meets the tensioning requirements of the wind - resistance cable (6), and conduct a pull - out resistance test on the anchorage points to verify their stability;

[0008] Step 3: Laying and connecting of the wind - resistance cable (6). Fix one end of the wind - resistance cable (6) to the vertical steel frame (4) at the end of the preset sliding unit of the truss roof through a hanging buckle connection structure (7), and connect the other end to the ground anchor (8), and use a tensioning tool such as a hydraulic jack to reserve an adjustment length;

[0009] Step 4: Pre-tensioning and adjustment: Apply an initial pre-tensioning force of 30% - 50% of the design tensile force to each wind-resistant cable (6) to eliminate cable slack and ensure uniform stress on each cable. Use a dynamometer or sensor to monitor the tensile force to avoid overloading or underloading;

[0010] Step 5: Dynamic monitoring and synchronous adjustment of slip: During the slip process, through the fine-tuning function of the turnbuckle's thread and in combination with the real-time feedback data of the wireless tension sensor, control the tension fluctuation range of the wind-resistant cable (6) ≤ ±5% of the design value to ensure that the truss displacement deviation is controlled within ±20 mm;

[0011] Step 6: Staged installation and removal, sectional slip: The truss slips in multiple sections, and for each 10 - 15 m of slip, install the corresponding wind-resistant cable (6) to form a staged stable system; Removal sequence: After the truss is finally fixed by welding, gradually release the wind-resistant cable (6) according to the principle of "loosen first and then remove" to avoid instability due to structural mutation.

[0012] Further, Step 2 includes the following steps:

[0013] (1) Construction of temporary ground anchor (8): The concrete gravity anchor of the temporary ground anchor (8) uses C40 concrete, with M30 anchor bolts embedded inside, the tensile strength ≥ 800 MPa, and a double-layer steel mesh Φ12@150 mm is set to ensure the uplift resistance ≥ 1.5 times the design load;

[0014] (2) Construction of permanent structure anchoring points: The anchoring ear plate (7 - 5) and the facade steel frame (4) are welded with double-sided bevel groove, the weld height ≥ 15 mm, and triangular stiffeners with a thickness ≥ 10 mm are added at the root of the ear plate to disperse local stress.

[0015] Further, Step 3 includes the following steps:

[0016] (1) Cutting and end treatment of the wind-resistant cable (6): Use a special cutting machine to cut the cable, with a smooth cut and no loose wires; For the end of the cable, perform hot casting anchoring or cold pressing anchoring, and the anchoring length ≥ 3 times the cable diameter; Apply anti-rust grease and wrap it with a protective sleeve to avoid friction damage;

[0017] (2) Cable connection and fixation:

[0018] 1) Truss end connection: Install a U-shaped clamping plate on the end reinforcement ring plate of the preset node slip unit of the truss, and connect the cable rigging through a pin; After the pin is installed, insert an opening pin to prevent it from falling off, and add a rubber gasket between the clamping plate and the truss contact surface to buffer vibration;

[0019] 2) Anchoring end connection: The cable is guided to the anchoring point through a swivel pulley to reduce friction and fixed with an anchor with double nuts locked; Reserve an adjustment length of 3% - 5% of the total cable length,

[0020] Fine-tune by turnbuckle.

[0021] Further, Step 4 includes the following steps:

[0022] (1) Initial tensioning: Apply 30% of the designed tensile force to eliminate the slack of the cable, and record the initial length;

[0023] (2) Secondary tensioning: Increase to 80% of the designed tensile force, hold the load for 5 minutes, and observe the deformation of the anchorage point and the truss;

[0024] (3) Final tensioning: In the final tensioning stage, use 4 hydraulic jacks with a synchronous error ≤ 2%. First, load the intermediate wind-resistant cable (6) to 100% of the designed value preferentially, and then tension the cables on both sides in the order of "from inside to outside" to ensure that the overall deflection angle of the truss ≤ 0.5°;

[0025] (4) Tension monitoring and adjustment: Use wireless tension sensors for real-time monitoring, and transmit the data to the control room synchronously; if the tension deviation of multiple cables > 10%, manually adjust by turnbuckle to ensure balanced stress.

[0026] Further, Step 5 includes the following steps:

[0027] (1) Phased sliding and cable following: Every time the truss slides 10 - 15m, pause and check the status of the wind-resistant cable (6), and supplement the tension if necessary; if the sliding path turns or climbs, add diagonal wind-resistant cables (6) to resist the lateral component force;

[0028] (2) Emergency adjustment measures: Sudden strong wind: Immediately stop sliding, add temporary cables of φ12 steel wire rope on the windward side of the truss, and reduce the spacing to 50% of the original design; install dampers on the cables to suppress wind-induced vibration.

[0029] Further, Step 6 includes the following steps:

[0030] (1) Distributed unloading: During unloading, first lower to 70% of the tensile force and let it stand for 10 minutes to monitor that the structural rebound ≤ 5mm. After confirming no abnormality, lower it to 40% for the second time, and finally unload completely; during the disassembly process, the winch slowly releases the cable at a speed ≤ 0.5m / s, and connect a counterweight block with a mass ≥ 50kg at the end of the cable to prevent inertial impact caused by whipping;

[0031] (2) Node protection: After disassembly, repair the anti-corrosion of the truss connection nodes and apply zinc-rich primer + fireproof coating; check the welds of the anchorage point ear plates (7 - 5), and grind and process the stress concentration areas.

[0032] Furthermore, the main part of the truss roof includes concrete-filled steel tubular columns (1), steel cables (2), wooden arch beams (3), facade steel frames (4), upper chord steel frames (5), wind-resistant cables (6), hanging connection structures (7), and ground anchors (8). The upper chord steel frame (5) and the wooden arch beam (3) are connected through embedded reinforcement joints and truss joints (10). The concrete-filled steel tubular column (1) is connected to the wooden arch beam (3) through arch foot joints (11). The wooden arch beam (3) is connected to the steel cable (2) through cable joints (9).

[0033] Furthermore, the hanging connection structure (7) includes a wind-resistant cable (6), a wind-resistant cable anchoring ear plate (7-5), a first anchoring end (7-1), a first hinge shaft (7-2), a second anchoring end (7-3), a second hinge shaft (7-4), a tension end universal joint, and a wind-resistant cable ground anchor (8). One end of the wind-resistant cable (6) is riveted to the ground anchor (8) through the tension end universal joint. The other end of the wind-resistant cable (6) is riveted to the first anchoring end (7-1). The first anchoring end (7-1) is hinged to the second anchoring end (7-3) through the first hinge shaft (7-2). The second anchoring end (7-3) is connected to the side cable wind anchoring ear plate (7-5) through the second hinge shaft (7-4), which can flexibly adjust the angle of the wind-resistant cable (6). The wind-resistant cable anchoring ear plate (7-5) is bolted to the outer flange plate of the facade steel frame (4).

[0034] Furthermore, the wind-resistant cable (6) can achieve real-time swinging of ±15° horizontally and ±10° vertically through the double hinge shafts, the first hinge shaft (7-2) and the second hinge shaft (7-3), combined with the torsion adjustment of the universal joint of ≥30°, accurately adapting to the track offset. At the same time, the concrete-filled steel tubular column (1) and the wooden arch beam (3) form a rigid support to resist lateral wind loads. The wind-resistant cable (6) is quickly locked by a U-shaped clamping plate and a pin shaft, and the steel cable (2) and the wooden arch beam (3) form a space-stable network through the cable joint (9) by staged tensioning to ensure local stability.

[0035] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0036] (1) The present invention dynamically adjusts the cable tension through turnbuckles and combines real-time monitoring data of wireless tension sensors to realize real-time optimization of the force on the wind-resistant cable during the sliding process, effectively coping with wind force fluctuations, avoiding the offset or vibration of the truss caused by sudden strong winds, significantly improving the construction safety and positioning accuracy, and reducing the need for manual intervention.

[0037] (2) The present invention slides the truss in multiple sections. After each section arrives, the corresponding wind-resistant cable is installed. After forming local stability, the next stage is advanced, avoiding the influence of asymmetric wind loads on the overall structure, reducing the risk of local deformation, simplifying the construction process, shortening the construction period, and improving the overall stability of large structures.

[0038] (3) The present invention adopts a combined design of a double articulated shaft, a first articulated shaft, a second articulated shaft and a universal joint, allowing the wind-resistant cable to flexibly adjust the angle in the horizontal and vertical directions, adapting to the dynamic changes of the sliding track and complex terrain, reducing the stress concentration caused by the fixed angle of the cable, and extending the service life.

[0039] (4) The present invention applies the pre-tightening force in three stages: initial tensioning, secondary tensioning and final tensioning, and ensures the balanced force through a symmetric synchronous tensioning strategy, eliminating the cable slack, avoiding single-strand overload or local failure, enhancing the overall collaborative efficiency of the wind-resistant cable system, and reducing the risk of structural deformation.

[0040] (5) The present invention combines a concrete gravity anchor and a welded anchoring ear plate. The temporary anchor passes the pull-out test, which not only ensures the wind resistance stability during construction, but also reduces the damage to the permanent structure, realizes the efficient utilization of resources, and reduces the later demolition cost. Description of the Drawings

[0041] Figure 1 is the overall flow chart of the construction method of the wind-resistant cable of the present invention;

[0042] Figure 2 is the flow chart of the installation of the anchoring point of the present invention;

[0043] Figure 3 is the flow chart of the laying and connection of the wind-resistant cable of the present invention;

[0044] Figure 4 is the flow chart of the prestress tensioning and adjustment of the present invention;

[0045] Figure 5 is the flow chart of the dynamic monitoring and synchronous adjustment of the sliding of the present invention;

[0046] Figure 6 is the flow chart of the staged installation and demolition of the present invention;

[0047] Figure 7 is the sectional view of the truss roof of the present invention;

[0048] Figure 8 is the connection node diagram of the truss roof of the present invention;

[0049] Figure 9 is the schematic side connection structure diagram of the hanging buckle connection structure of the wind-resistant cable of the present invention;

[0050] Figure 10 is the schematic front connection structure diagram of the hanging buckle connection structure of the wind-resistant cable of the present invention.

[0051] In the figure: 1, concrete-filled steel tube column; 2, steel cable; 3, wooden arch beam; 4, facade steel frame; 5, upper chord steel frame; 6, wind-resistant cable; 7, hanging connection structure; 7-1, first anchoring end; 7-2, first hinge shaft; 7-3, second anchoring end; 7-4, second hinge shaft; 7-5, anchoring ear plate; 8, ground anchor; 9, cable node; 10, truss node; 11, arch foot node. Specific implementation mode

[0052] The following will clearly and completely describe the technical solutions in the embodiments of the present invention with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the protection scope of the present invention.

[0053] Refer to Figure 1 , the present invention provides a technical solution: a wind-resistant and shock-absorbing method for the sliding construction of a long-span spatial truss roof, including the following steps:

[0054] Step 1: Preliminary preparation and design confirmation. According to the construction drawings and the calculation results of wind loads, clarify the layout position, quantity, tensile force and anchorage point design of the wind-resistant cable 6. Select high-strength steel wire ropes as the wind-resistant cable 6, and check whether their specifications and breaking forces meet the design requirements. Mark the positions of the anchorage points on the facade steel frames 4 on both sides of the truss sliding track to ensure symmetrical layout;

[0055] Step 2: Installation of anchorage points. Install anchorage supports on the ground embedded parts, facade steel frames 4 and temporary ground anchors 8 at the pre-designed anchorage positions to ensure that their bearing capacities meet the requirements for the tensioning of the wind-resistant cable 6. Conduct pull-out tests on the anchorage points to verify their stability;

[0056] Step 3: Laying and connection of the wind-resistant cable 6. Fix one end of the wind-resistant cable 6 to the facade steel frame 4 at the end of the preset sliding unit of the truss roof through the hanging connection structure 7, and connect the other end to the ground anchor 8. Use tensioning tools such as hydraulic jacks to reserve an adjustment length;

[0057] Step 4: Pre-tensioning and adjustment. Apply an initial pre-tightening force of 30% - 50% of the design tensile force to each wind-resistant cable 6 to eliminate cable slack and ensure uniform force on each cable. Use a dynamometer or sensor to monitor the tensile force to avoid overloading or underloading;

[0058] Step 5: Dynamic monitoring and synchronous adjustment during sliding. During the sliding process, through the thread fine-tuning function of the turnbuckle and in combination with the real-time feedback data of the wireless tension sensor, control the tension fluctuation range of the wind-resistant cable 6 ≤ ±5% of the design value to ensure that the truss displacement deviation is controlled within ±20 mm;

[0059] Step 6: Install and dismantle in stages, and slide in sections: the truss is slid in multiple sections, and the corresponding wind-resistant cable 6 is installed in each section with a sliding distance of 10 to 15 meters to form a staged stable system; Dismantling order: After the truss is finally fixed and welded, the wind-resistant cable 6 is gradually removed according to the principle of "loosening first and then dismantling" to avoid sudden structural instability.

[0060] Reference Figure 1 , Figure 2 As a further improvement of the present invention, step 2 includes the following sub-steps:

[0061] (1) Construction of temporary anchor 8: The concrete gravity anchor of temporary anchor 8 is made of C40 concrete, with M30 anchor bolts embedded inside, and a tensile strength of ≥800MPa. A double-layer steel mesh Φ12@150mm is set to ensure that the pull-out force is ≥1.5 times the design load;

[0062] (2) Construction of permanent structural anchor points: Double-sided groove welding is used between the anchor ear plate 7-5 and the vertical steel frame 4, with a weld height of ≥15mm, and triangular stiffening ribs with a thickness of ≥10mm are added at the root of the ear plate to disperse local stress.

[0063] Reference Figure 1 , Figure 3 As a further improvement of the present invention, step 3 includes the following sub-steps:

[0064] (1) Cutting and end treatment of wind-resistant cable 6: Use a special cutting machine to cut the cable, and the cut should be smooth and free of loose threads; hot-cast or cold-press anchor the cable end, with the anchor length ≥ 3 times the cable diameter; apply anti-rust grease and wrap the protective cover to avoid friction damage;

[0065] (2) Cable connection and fixing:

[0066] 1) Truss end connection: Install a U-shaped card plate on the end of the sliding unit at the preset node of the truss to strengthen the ring plate, and connect the cable sling through the pin shaft; after the pin shaft is installed, insert the cotter pin to prevent it from falling off, and add a rubber gasket to the contact surface between the card plate and the truss to buffer vibration;

[0067] 2) Anchor end connection: The cable is guided to the anchor point through a steering pulley to reduce friction and fixed with an anchor locked with double nuts; an adjustment length of 3% to 5% of the total cable length is reserved and fine-tuned through a basket bolt.

[0068] Reference Figure 1 , Figure 4 As a further improvement of the present invention, step 4 includes the following sub-steps:

[0069] (1) Initial tensioning: Apply 30% of the designed tensioning force, eliminate cable slack, and record the initial length;

[0070] (2) Secondary tensioning: Increase to 80% of the design tensile force, hold the load for 5 minutes, and observe the deformation of the anchoring point and the truss.

[0071] (3) Final tensioning: In the final tensioning stage, use 4 hydraulic jacks with a synchronous error ≤ 2%. First, load the middle wind-resistant cable 6 to 100% of the design value preferentially, and then tension the cables on both sides in the order of "from inside to outside" to ensure that the overall deflection angle of the truss ≤ 0.5°.

[0072] (4) Tension monitoring and adjustment: Use wireless tension sensors for real-time monitoring, and transmit the data to the control room synchronously; if the tension deviation of multiple cables > 10%, manually adjust through turnbuckles to ensure balanced force.

[0073] Refer to Figure 1 、 Figure 5 , as a further improvement of the present invention, step 5 includes the following sub-steps:

[0074] (1) Stage-by-stage sliding and cable following: For every 10 - 15 m of truss sliding, pause and check the status of the wind-resistant cable 6, and supplement tensioning if necessary; if the sliding path turns or climbs, add diagonal wind-resistant cables 6 to resist the lateral component force.

[0075] (2) Emergency adjustment measures: Sudden strong wind: Immediately stop sliding, add temporary cables of φ12 steel wire ropes on the windward side of the truss, and reduce the spacing to 50% of the original design; install dampers on the cables to suppress wind-induced vibration.

[0076] Refer to Figure 1 、 Figure 6 , as a further improvement of the present invention, step 6 includes the following sub-steps:

[0077] (1) Distributed unloading: During unloading, first reduce to 70% of the tensile force and let it stand for 10 minutes to monitor that the structural rebound amount ≤ 5 mm. After confirming no abnormality, reduce it to 40% for the second time, and finally unload completely; during the disassembly process, the winch slowly releases the cable at a speed ≤ 0.5 m / s, and connect a counterweight block with a mass ≥ 50 kg at the end of the cable to prevent inertial impact caused by whipping.

[0078] (2) Node protection: After disassembly, perform anti-corrosion repair on the truss connection nodes, apply zinc-rich primer + fireproof coating; check the welds of the anchoring point ear plates 7 - 5, and grind and process the stress concentration areas.

[0079] Refer to Figure 7 , Figure 8As a further improvement of the present invention, the main part of the truss roof includes concrete-filled steel tubular columns 1, steel cables 2, wooden arch beams 3, facade steel frames 4, upper chord steel frames 5, wind-resistant cables 6, hanging connection structures 7, and ground anchors 8. The upper chord steel frame 5 and the wooden arch beam 3 are connected through planting bar nodes and truss nodes 10. The concrete-filled steel tubular column 1 is connected to the wooden arch beam 3 through arch foot nodes 11. The wooden arch beam 3 and the steel cable 2 are connected through cable nodes 9.

[0080] Refer to Figure 7 、 Figure 8 , Figure 9 , Figure 10 As a further improvement of the present invention, the hanging connection structure 7 includes a wind-resistant cable 6, a wind-resistant cable anchoring ear plate 7-5, a first anchoring end 7-1, a first hinge shaft 7-2, a second anchoring end 7-3, a second hinge shaft 7-4, a tension end universal joint, and a wind-resistant cable ground anchor 8. One end of the wind-resistant cable 6 is riveted to the ground anchor 8 through the tension end universal joint. The other end of the wind-resistant cable 6 is riveted to the first anchoring end 7-1. The first anchoring end 7-1 and the second anchoring end 7-3 are hinged through the first hinge shaft 7-2. The second anchoring end 7-3 and the side cable wind anchoring ear plate 7-5 are joined through the second hinge shaft 7-4, so that the angle of the wind-resistant cable 6 can be flexibly adjusted. The wind-resistant cable anchoring ear plate 7-5 is bolted to the outer flange plate of the facade steel frame 4.

[0081] Refer to Figure 1 , Figure 7 , Figure 8 , Figure 9 , Figure 10 As a further improvement of the present invention, the wind-resistant cable 6 realizes real-time swinging of ±15° horizontally and ±10° vertically through the double hinge shafts, the first hinge shaft 7-2 and the second hinge shaft 7-3, and the torsional adjustment of the universal joint is ≥30°, accurately adapting to the track offset. At the same time, the concrete-filled steel tubular column 1 and the wooden arch beam 3 form a rigid support to resist lateral wind loads. The U-shaped clamping plate and the pin shaft are used to quickly lock the wind-resistant cable 6, and the steel cable 2 and the wooden arch beam 3 form a spatial stability network through the cable node 9 by staged tensioning to ensure local stability.

Claims

1. A wind resistance and shock absorption method for the sliding construction of a long-span space truss roof, characterized in that The construction method includes the following steps: Step 1: Preliminary preparation and design confirmation. According to the construction drawings and the results of wind load calculations, clarify the layout position, quantity, tensile force, and anchor point design of the wind-resistant cables (6). Select high-strength steel wire ropes as the wind-resistant cables (6), and check whether their specifications and breaking forces meet the design requirements. Mark the positions of the anchor points on the vertical steel frames (4) on both sides of the truss sliding track to ensure symmetrical arrangement; Step 2: Anchor point installation. Install anchor supports on the ground embedded parts, vertical steel frames (4), and temporary ground anchors (8) at the pre-designed anchor positions to ensure that their bearing capacities meet the tensioning requirements of the wind-resistant cables (6). Conduct a pull-out test on the anchor points to verify their stability; Step 3: Laying and connection of the wind-resistant cables (6). Fix one end of the wind-resistant cable (6) to the vertical steel frame (4) at the end of the preset sliding unit of the truss roof through a hanging buckle connection structure (7), and connect the other end to the ground anchor (8). Use tensioning tools such as hydraulic jacks to reserve an adjustment length; Step 4: Pre-tensioning and adjustment. Apply an initial pre-tightening force of 30% - 50% of the design tensile force to each wind-resistant cable (6) to eliminate cable slack, ensure uniform stress on each cable, and use a dynamometer or sensor to monitor the tensile force to avoid overloading or underloading; Step 5: Dynamic monitoring and synchronous adjustment during sliding. During the sliding process, through the thread fine-tuning function of the turnbuckle, combined with the real-time feedback data of the wireless tension sensor, control the tension fluctuation range of the wind-resistant cable (6) ≤ ±5% of the design value, and ensure that the displacement deviation of the truss is controlled within ±20 mm; Step 6: Phased installation and removal. Sectional sliding: The truss is slid in multiple sections, and for each section slid 10 - 15 m, install the corresponding wind-resistant cable (6) to form a phased stable system; Removal sequence: After the truss is finally fixed and welded, gradually release the wind-resistant cable (6) according to the principle of "loosen first and then remove" to avoid structural sudden instability; 2. The wind resistance and shock absorption method for the sliding construction of the long-span space truss roof as described in claim 1, characterized in that: The said Step 2 includes the following steps: S21: Construction of the temporary ground anchor (8). The concrete gravity anchor of the temporary ground anchor (8) uses C40 concrete, with M30 anchor bolts embedded inside, the tensile strength ≥ 800 MPa, and a double-layer steel mesh Φ12@150 mm is set to ensure the pull-out force ≥ 1.5 times the design load; S22: Construction of the permanent structure anchor point. The anchor ear plate (7 - 5) and the vertical steel frame (4) are welded with double-sided bevel grooves, the weld height ≥ 15 mm, and triangular stiffeners with a thickness ≥ 10 mm are added at the root of the ear plate to disperse local stress.

3. The wind resistance and shock absorption method for the sliding construction of the long-span spatial truss roof as described in claim 1, characterized in that: The said Step 3 includes the following steps: S31: Cutting and end treatment of the wind-resistant cable (6). Use a special cutting machine to cut off the cable, with a flat cut and no loose wires; conduct hot-cast anchoring or cold-pressing anchoring on the cable end, and the anchoring length ≥ 3 times the cable diameter; apply anti-rust grease and wrap it with a protective sleeve to avoid friction damage; S32: Cable connection and fixation: 1) Truss end connection: Install U-shaped clamping plates on the end reinforcing ring plates of the truss preset node sliding unit, and connect the cable rigging through a pin shaft; After installing the pin shaft, insert an open pin to prevent it from falling off, and add a rubber gasket between the clamping plate and the truss contact surface to buffer vibration; 2) Anchor end connection: The cable is guided to the anchor point through a deflecting pulley to reduce friction and fixed with an anchor device locked by double nuts; Reserve an adjustable length of 3% - 5% of the total cable length and fine-tune it with a turnbuckle.

4. The wind resistance and shock absorption method for the sliding construction of the long-span spatial truss roof as claimed in claim 1, characterized in that: The fourth step includes the following steps: S41: Initial tensioning: Apply 30% of the designed tensile force to eliminate cable slack and record the initial length; S42: Secondary tensioning: Increase to 80% of the designed tensile force, hold the load for 5 minutes, and observe the deformation of the anchor point and the truss; S43: Final tensioning: In the final tensioning stage, use 4 hydraulic jacks with a synchronous error ≤ 2%. First, load the middle wind-resistant cable (6) to 100% of the designed value preferentially, and then tension the cables on both sides in the order of "from inside to outside" to ensure that the overall deflection angle of the truss ≤ 0.5°; S44: Tension monitoring and adjustment: Use a wireless tension sensor for real-time monitoring, and transmit the data to the control room synchronously; If the tension deviation of multiple cables > 10%, manually adjust it with a turnbuckle to ensure balanced stress.

5. The wind-resistant and shock-absorbing method for the large-span space truss roof sliding construction according to claim 1: The fifth step includes the following steps: S51: Phased sliding and cable following: When the truss slides 10 - 15m, pause and check the status of the wind-resistant cable (6), and supplement the tension if necessary; If the sliding path turns or climbs, add diagonal wind-resistant cables (6) to resist the lateral component force; S52: Emergency adjustment measures: Sudden strong wind: Immediately stop sliding, add temporary cables φ12 steel wire ropes on the windward side of the truss, and reduce the spacing to 50% of the original design; Install dampers on the vibrating cables to suppress wind-induced vibration.

6. The anti-wind and shock-absorbing method for the sliding construction of the long-span space truss roof as described in claim 1, characterized in that: The sixth step includes the following steps: S61: Distributed unloading: During unloading, first lower to 70% of the tensile force and stand still for 10 minutes to monitor that the structural rebound ≤ 5mm. After confirming no abnormality, lower it to 40% for the second time and finally unload completely; During the disassembly process, the winch slowly releases the cable at a speed ≤ 0.5m / s, and connect a counterweight block with a mass ≥ 50kg at the end of the cable to prevent inertial impact due to swinging; S62: Node protection: After disassembly, repair the anti-corrosion of the truss connection nodes and apply zinc-rich primer + fireproof coating; Check the welds of the anchor point ear plates (7 - 5) and grind the stress concentration areas.

7. The wind resistance and shock absorption method for the sliding construction of the long-span spatial truss roof as described in claim 1, characterized in that: The main part of the truss roof includes concrete-filled steel tube columns (1), steel cables (2), wooden arch beams (3), facade steel frames (4), upper chord steel frames (5), wind-resistant cables (6), hanging connection structures (7), and ground anchors (8). The upper chord steel frame (5) and the wooden arch beam (3) are connected through embedded reinforcement nodes and truss nodes (10). The concrete-filled steel tube column (1) is connected to the wooden arch beam (3) through arch foot nodes (11). The wooden arch beam (3) is connected to the steel cable (2) through cable nodes (9).

8. The anti-wind and shock-absorbing method for the sliding construction of a long-span space truss roof as described in claim 7, wherein: The hanging buckle connection structure (7) includes a wind-resistant cable (6), a wind-resistant cable anchoring ear plate (7-5), a first anchoring end (7-1), a first hinge shaft (7-2), a second anchoring end (7-3), a second hinge shaft (7-4), a tension end universal joint, and a wind-resistant cable ground anchor (8). One end of the wind-resistant cable (6) is riveted to the ground anchor (8) through the tension end universal joint, and the other end of the wind-resistant cable (6) is riveted to the first anchoring end (7-1). The first anchoring end (7-1) is hinged to the second anchoring end (7-3) through the first hinge shaft (7-2), and the second anchoring end (7-3) is hinged to the side cable wind anchoring ear plate (7-5) through the second hinge shaft (7-4), which can flexibly adjust the angle of the wind-resistant cable (6). The wind-resistant cable anchoring ear plate (7-5) is bolted to the outer flange plate of the facade steel frame (4).

9. The anti-wind and shock-absorbing method for the sliding construction of a long-span space truss roof as claimed in claim 7, characterized in that: The wind-resistant cable (6) realizes real-time swinging of ±15° horizontally and ±10° vertically through the double hinge shafts, the first hinge shaft (7-2) and the second hinge shaft (7-3), and the torsional adjustment of the universal joint is ≥30°, accurately adapting to the track offset. At the same time, the concrete-filled steel tube column (1) and the wooden arch beam (3) form a rigid support to resist the lateral wind load. The U-shaped clamping plate and the pin shaft are used to quickly lock the wind-resistant cable (6), and through staged tensioning, the steel cable (2) and the wooden arch beam (3) form a spatial stable network through the cable node (9) to ensure local stability.

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