A multi-system steel structure assembly cumulative lifting construction method

Abstract

The application discloses a multi-system steel structure assembly cumulative lifting construction method, which comprises the following steps: erecting a working platform; ground assembling of a low-elevation part of a steel structure system; assembling of a low-elevation part of a steel structure net rack layer; installation of a first lifting platform, a lifting appliance and a lifter; first trial lifting and lifting; assembling and closure of a high-elevation part of a steel structure system and a net rack; installation of a second lifting platform, a lifting appliance and a lifter; load change, removal of the first lifting platform, the lifting appliance and the lifter; second trial lifting and lifting, installation of a supplementary rod, unloading after the supplementary rod is in place, and removal of the second lifting platform, the lifting appliance and the lifter. The construction method is particularly suitable for cumulative lifting construction of multi-system steel structure assemblies with different ground assembling sites, and has the characteristics of low investment, short construction period and high safety coefficient.

Description

Technical Field

[0001] This invention relates to the field of steel structure space frame and its underlying steel structure construction technology, specifically to a method for cumulative lifting construction of multi-system steel structure assemblies. Background Technology

[0002] With social development, the public building sector has also adapted to the changing times, with theaters, concert halls, convention centers, stadiums, art galleries, and libraries emerging rapidly. These venues typically use steel space frames to adapt to the spatial design and employ suspended steel structures to realize functions such as stage equipment installation, suspended performances, and photography / videography. The conventional approach is to complete the steel space frame first and then construct the suspended steel structure separately, resulting in long construction periods, complex measures, high costs, and serious safety hazards due to the large amount of work at height. Summary of the Invention

[0003] The purpose of this invention is to address the problems existing in the prior art by providing a method for the cumulative lifting construction of multi-system steel structure assemblies.

[0004] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0005] A method for cumulative lifting of a multi-system steel structure assembly includes the following steps:

[0006] Step 1: Set up the work platform;

[0007] Step 2: Ground assembly of the steel structure system under the low elevation section, which includes the top grid structure, the sliding beam structure, and the transfer layer structure;

[0008] Step 3: Assemble the steel structure space frame layer at the lower elevation;

[0009] Step 4: First installation of the lifting platform, lifting gear, and hoist;

[0010] Step 5: Trial lifting of the low-elevation steel structure space frame layer and the low-elevation hanging steel structure system;

[0011] Step 6: The steel structure space frame layer at the low elevation and the steel structure system hanging below the low elevation are lifted for the first time to the transition point between the low elevation and the high elevation.

[0012] Step 7: Assemble the lower steel structure system of the high elevation section and merge it with the lower steel structure system of the low elevation section to obtain the merged lower steel structure system;

[0013] Step 8: Assemble the high-elevation steel structure space frame layer and merge it with the low-elevation steel structure space frame layer to obtain the merged steel structure space frame layer;

[0014] Step 9: Second installation of the lifting platform, lifting gear, and hoist;

[0015] Step 10: Load change, dismantle the first lifting platform, lifting gear and hoist;

[0016] Step 11: Trial lifting of the closed steel structure space frame layer and the lower hanging structure system after closure;

[0017] Step 12: The steel structure space frame layer and the lower hanging structure system after closure are lifted for the second time to the predetermined installation position;

[0018] Step 13: Install supplementary rods on both sides of the steel structure space frame layer and the lower hanging structure system, and connect them to the main structure;

[0019] Step 14: After the pole is in place, unload and dismantle the secondary lifting platform, lifting gear and hoist.

[0020] This invention is applicable to the overall lifting construction of multi-system steel structure assemblies, especially suitable for the cumulative lifting construction of multi-system steel structure assemblies with varying ground assembly site elevations, and particularly applicable to the cumulative lifting construction of multi-system steel structure assemblies for stage roofs in theater buildings. The safety calculation for the cumulative lifting of multi-system steel structure assemblies is completed through finite element analysis, and the entire process is pre-simulated and reinforced using three-dimensional simulation construction technology. This results in a construction method with low investment, short construction period, and high safety factor.

[0021] This construction method involves multiple lifting operations, pausing at different elevation transition points to complete the assembly and closure of the structure from the lower elevation to the higher elevation before continuing the lifting. This cumulative lifting and segmented assembly method enables the construction from a simple steel structure system and space frame to a complete steel structure system and space frame during the lifting process. By utilizing the platform structure at the transition between the lower and higher elevation sections of the main structure, the steel structure assembly and closure are completed, avoiding large-area and complex steel structure splicing construction at high altitudes, reducing construction difficulty, and increasing safety.

[0022] Furthermore, step 1 includes the following steps: cleaning the work surface, using a total station to measure and mark the main control axis, hanging columns, and control positioning points of the space frame welding ball on the ground, and drawing the 1-meter line of the structure on the concrete column; installing the leveling frame, and performing finite element analysis calculations on the leveling frame and the original concrete structure before assembly to ensure that the bearing capacity of the leveling frame and the base structure meets the requirements, providing a stable and solid foundation for the subsequent installation of the steel structure system and space frame, and reducing installation errors.

[0023] Furthermore, step 2 includes the following steps:

[0024] Step 1: Inspect and number the materials required for the top layer structure, sliding beam layer structure, and transfer layer structure;

[0025] Step 2: Install the steel beams and hanging columns of the top layer structure of the grid;

[0026] Step 3: Install the steel beams and hanging columns of the sliding beam layer structure;

[0027] Step 4: Install the steel beams and hanging columns of the transfer layer structure;

[0028] Step 5: Install the connection nodes between the lower-elevation section of the suspended steel structure system and the lower-elevation section of the steel structure space frame layer respectively;

[0029] Step 6: Use a total station to verify the positioning accuracy of the lower-elevation section of the suspended steel structure system;

[0030] Step 7: Inspection and acceptance. Inspect all bolt and weld joints of the steel structure system under the lower elevation section.

[0031] Furthermore, step 3 includes the following steps:

[0032] Step 1: Inspect the welded balls and rods, install the upper chord ball and lower chord ball on the welded balls respectively, number them in sequence, and mark the connection points of the lower chord and diagonal web members on the welded balls;

[0033] Step 2: Assemble the central control unit. Each central control unit consists of one upper chord ball, four lower chord balls, four lower chord rods, and four diagonal web rods. Check the specifications and dimensions of the assembled components. Hoist the four lower chord balls onto the temporary support platform bracket. Place the lower chord rods between two lower chord balls. After verifying the three-dimensional relative coordinates with a level and total station, temporarily spot weld them in place. Install the upper chord ball onto the positioned temporary support platform bracket. Install the diagonal web rods between the upper and lower chord balls. After verifying the three-dimensional relative coordinates with a total station, temporarily spot weld them in place to form a stable four-corner pyramid structure. Complete all welds.

[0034] Step 3: Use a tower crane to lift the central control unit to the design point on the low-elevation hanging steel structure system, and use a total station to verify the three-dimensional relative coordinates before temporarily spot welding it in place;

[0035] Step 4: Using the central control unit as a reference point, assemble the lower chord ball and lower chord rod in sequence outwards;

[0036] Step 5: Assemble the upper chord assembly unit by combining one upper chord ball and one upper chord rod. Hoist the upper chord assembly unit to the central control unit. After verifying the three-dimensional relative coordinates with a total station, temporarily spot weld it in place. Install the inclined web rods between the upper chord ball on the upper chord assembly unit and the lower chord balls around the central control unit. Assemble the units one by one in all directions.

[0037] Step 6: Inspect the appearance quality of the weld and check the ultrasonic testing report. If it meets the ultrasonic testing standards, proceed to the next step.

[0038] Furthermore, the trial improvement includes the following steps:

[0039] Step 1: Inspect the surrounding environment of the lifting operation, clean up the scattered materials and tools inside the lifting unit, check the weather conditions during the lifting period, and re-inspect the safety status of the lifting unit and the hydraulic lifting system;

[0040] The lifting unit consists of a lower steel structure system and a steel structure grid layer before and after assembly (low elevation part and high elevation part), and the structure above which the lifting device is connected and installed;

[0041] Step 2: Based on the reaction force values ​​of each lifting point in the safety calculation of the lifting scheme, conduct a trial lift to determine the required cylinder extension pressure and cylinder retraction pressure of the hydraulic lifter; the hydraulic lifting system is loaded proportionally, 20%, 40%, 60%, 70%, 80%, 90%, 95% progressively up to 100%, until the lifting unit is completely off the leveling jig, and the lifting unit is about 150mm-200mm off the ground. Lock the lifter and suspend it for 12-24 hours to check whether the appearance of the welds of the lifting unit and the lifting platform and the aerial posture are normal;

[0042] During the graded loading process, after each graded loading step is completed, the loading should be paused and the deformation of the upper and lower lifting points and the lifting unit before and after loading, as well as the stability of the lifting unit, should be checked. Only if everything is normal can the next graded loading step be continued.

[0043] The third step, after the hovering is completed and before the formal lifting, is to measure the initial elevation and ground clearance of each lowering point, analyze the aerial attitude of the lifting unit, switch the computer synchronous control system from automatic mode to manual mode, and level the lifting unit by means of single-point fine adjustment or multi-point unequal value fine adjustment.

[0044] Furthermore, the first enhancement and the second enhancement each include the following steps:

[0045] Step 1: Perform overall synchronous lifting. Every 2m, lock the lifting unit and use a total station to re-measure the elevation of the lower suspension point of the lifting unit. If there is an elevation difference between the suspension points, switch the computer synchronous lifting control system to manual mode and use single-point fine adjustment or multi-point unequal value fine adjustment to level the lifting unit. Then restart the computer synchronous lifting control system and continue lifting, re-measuring the elevation of the lower suspension point every 2m. Repeat the above actions until the distance from the design elevation is 300-600mm, then lock the lifting unit.

[0046] The second step involves adopting a manual single-point control mode and reducing the lifting rate to precisely control the lifting unit into place.

[0047] Furthermore, step 10 includes the following steps:

[0048] The first step is to load the booster for the second boost;

[0049] The second step is to unload the lifting device after the first lifting. Based on the actual lifting load, all lifting points are unloaded by 10% at the same time, so that the lifting unit gradually completes stress redistribution and overall deformation from the first lifting to the second lifting. If the displacement of a single lifting point is not equal to 10mm, or the actual deformation rate of the deformation control point does not match the simulated value, it is immediately paused and single-point unloading correction is performed. The above process is repeated until the steel strands of the first lifting are completely relaxed.

[0050] The third step is to dismantle the hoist and steel strands from the first hoisting and move them outside the hoisting operation area;

[0051] The fourth step is to remove the first lifting platform and the wall-mounted rods;

[0052] The fifth step is to fully install the replacement rods that were broken during the first lifting of the platform.

[0053] Furthermore, in step 13, after the lifting unit is precisely positioned, the lifting device for the second lifting is locked, and hoists are installed at the four corners of the lifting unit to connect it to the surrounding concrete structure to prevent the lifting unit from swaying horizontally due to external forces. After completion, the pole repair construction is carried out.

[0054] Furthermore, step 14 includes the following steps:

[0055] The first step is to check the construction quality of the support or concrete structure connection, and to check the construction quality of the reinforcement area.

[0056] The second step is to start unloading the lifting device for the second lifting after the acceptance is qualified. Based on the actual lifting load, all lifting points are unloaded by 10% each time until the steel strands of the second lifting are completely relaxed, so that the lifting unit gradually completes the stress redistribution and the load of the lifting unit is completely transferred to the support or concrete structure.

[0057] The third step is to dismantle the lifting device, steel strands, lifting platform, and wall-mounted rods used in the second lifting operation.

[0058] Furthermore, the lifting device is a hydraulic lifting device, installed on the lifting beam of the lifting tower or on the platform beam of the main structure; the lifting device is connected to steel strands, the steel strands are connected to temporary lifting devices, and the temporary lifting devices are connected to both sides of the low-elevation part of the steel structure space frame layer or the high-elevation part of the steel structure space frame layer through temporary poles.

[0059] Compared with existing technologies, the beneficial effects of this invention are: 1. This invention is applicable to the overall lifting construction of multi-system steel structure assemblies, especially to the cumulative lifting construction of multi-system steel structure assemblies with different ground assembly site elevations, and particularly applicable to the cumulative lifting construction of multi-system steel structure assemblies for stage roofs of theater buildings; 2. This construction method completes the safety verification of the cumulative lifting of multi-system steel structure assemblies through finite element analysis, and completes the full-process pre-run and pole replacement reinforcement through three-dimensional simulation construction technology, making this construction method less expensive, shorter in construction period, and with a high safety factor; 3. This construction method uses a series of lifting operations, suspending at different elevation transition positions, completing the assembly and closure from the low-elevation structure to the high-elevation structure, and then continuing to lift. This cumulative lifting and segmented assembly method realizes the construction from a simple steel structure system and space frame to a complete steel structure system and space frame during the lifting process; by utilizing the platform structure at the transition between the low-elevation and high-elevation parts of the main structure, the assembly and closure of the steel structure is completed, avoiding large-area and complex steel structure splicing construction at high altitudes, reducing construction difficulty, and increasing safety. Attached Figure Description

[0060] Figure 1 This is a process flow diagram of a cumulative lifting construction method for a multi-system steel structure assembly according to the present invention;

[0061] Figure 2 This is a schematic diagram of step 1 of the construction method of the present invention;

[0062] Figure 3 This is a schematic diagram of step 2 of the construction method of the present invention;

[0063] Figure 4 This is a schematic diagram of step 3 of the construction method of the present invention;

[0064] Figure 5 This is a schematic diagram of step 4 of the construction method of the present invention;

[0065] Figure 6 This is a schematic diagram of step 5 of the construction method of the present invention;

[0066] Figure 7 This is a schematic diagram of step 6 of the construction method of the present invention;

[0067] Figure 8 This is a schematic diagram of step 7 of the construction method of the present invention;

[0068] Figure 9 This is a schematic diagram of step 8 of the construction method of the present invention;

[0069] Figure 10 This is a schematic diagram of step 9 of the construction method of the present invention;

[0070] Figure 11 This is a schematic diagram of step 10 of the construction method of the present invention;

[0071] Figure 12 This is a schematic diagram of step 11 of the construction method of the present invention;

[0072] Figure 13 This is a schematic diagram of step 12 of the construction method of the present invention;

[0073] Figure 14 This is a schematic diagram of step 13 of the construction method of the present invention;

[0074] Figure 15 This is a schematic diagram of step 14 of the construction method of the present invention;

[0075] Figure 16 This is a schematic diagram of the structure of the first lifting platform of the present invention;

[0076] Figure 17 This is a schematic diagram of the structure of the second lifting platform of the present invention;

[0077] Figure 18 This is a schematic diagram of the temporary lifting device of the present invention;

[0078] In the diagram: 1. Leveling frame; 2. Lower steel structure system for low elevation section; 3. Steel structure space frame layer for low elevation section; 4. Top chord sphere; 5. Bottom chord sphere; 6. Bottom chord member; 7. Diagonal web member; 8. Lifting tower; 9. Steel strand; 10. Wall-mounted member; 11. Lifter; 12. Distribution beam; 13. Distribution beam; 14. Lifting beam; 15. Lower steel structure system for high elevation section; 16. Steel structure space frame layer for high elevation section; 17. Temporary lifting device; 1701. Lifting device support; 1702. Temporary sphere; 1703. Connection and installation hole; 1704. Reinforcing plate; 18. Platform beam; 19. Column; 20. Corbel structure; 21. Supplementary member; 22. Top chord member. Detailed Implementation

[0079] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are merely 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.

[0080] In the description of this invention, it should be noted that the terms "middle", "upper", "lower", "left", "right", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0081] A method for cumulative lifting of multi-system steel structure assemblies, referring to Figures 1 to 15 As shown, it includes the following steps:

[0082] Step 1: Set up the work platform;

[0083] Step 2: Ground assembly of the steel structure system 2 under the low elevation section, wherein the steel structure system 2 under the low elevation section includes a grid top layer structure, a sliding beam layer structure and a transfer layer structure;

[0084] Step 3: Assemble the third layer of the steel structure space frame at the lower elevation.

[0085] Step 4: First installation of the lifting platform, lifting gear, and hoist;

[0086] Step 5: Trial lifting of the low-elevation steel structure space frame layer 3 and the low-elevation hanging steel structure system 2;

[0087] Step 6: The low-elevation steel structure space frame layer 3 and the low-elevation hanging steel structure system 2 are lifted for the first time to the transition point between the low-elevation and high-elevation sections;

[0088] Step 7: Assemble the high-elevation section of the lower steel structure system 15 and connect it with the low-elevation section of the lower steel structure system 2 to obtain the connected lower steel structure system.

[0089] Step 8: Assemble the high-elevation steel structure space frame layer 16 and join it with the low-elevation steel structure space frame layer 3 to obtain the joined steel structure space frame layer;

[0090] Step 9: Second installation of the lifting platform, lifting gear, and hoist;

[0091] Step 10: Load change, dismantle the first lifting platform, lifting gear and hoist;

[0092] Step 11: Trial lifting of the closed steel structure space frame layer and the lower hanging structure system after closure;

[0093] Step 12: The steel structure space frame layer and the lower hanging structure system after closure are lifted for the second time to the predetermined installation position;

[0094] Step 13: Install supplementary rods 21 on both sides of the steel structure space frame layer and the lower hanging structure system, and connect them to the main structure;

[0095] Step 14: After the auxiliary pole 21 is in place, unload and dismantle the secondary lifting platform, lifting gear and lifting device.

[0096] This invention is applicable to the overall lifting construction of multi-system steel structure assemblies, especially suitable for the cumulative lifting construction of multi-system steel structure assemblies with varying ground assembly site elevations, and particularly applicable to the cumulative lifting construction of multi-system steel structure assemblies for stage roofs in theater buildings. The safety calculation for the cumulative lifting of multi-system steel structure assemblies is completed through finite element analysis, and the entire process is pre-simulated and reinforced using three-dimensional simulation construction technology. This results in a construction method with low investment, short construction period, and high safety factor.

[0097] This construction method involves multiple lifting operations, pausing at different elevation transition points to complete the assembly and closure of the structure from the lower elevation to the higher elevation before continuing the lifting. This cumulative lifting and segmented assembly method enables the construction from a simple steel structure system and space frame to a complete steel structure system and space frame during the lifting process. By utilizing the platform structure at the transition between the lower and higher elevation sections of the main structure, the steel structure assembly and closure are completed, avoiding large-area and complex steel structure splicing construction at high altitudes, reducing construction difficulty, and increasing safety.

[0098] Furthermore, step 1 includes the following steps: cleaning the work surface, using a total station to measure and mark the main control axis, hanging columns, and control positioning points of the space frame welding ball on the ground, and drawing the 1-meter line of the structure on the concrete column; installing the leveling frame 1, and performing finite element analysis calculations on the leveling frame 1 and the original concrete structure before assembly to ensure that the bearing capacity of the leveling frame 1 and the base structure meets the requirements, providing a stable and solid foundation for the subsequent installation of the steel structure system and space frame, and reducing installation errors.

[0099] Furthermore, step 2 includes the following steps:

[0100] Step 1: Inspect and number the materials required for the top layer structure, sliding beam layer structure, and transfer layer structure of the grating;

[0101] Step 2: Install the steel beams and hanging columns of the top layer structure of the grid;

[0102] Step 3: Install the steel beams and hanging columns of the sliding beam layer structure;

[0103] Step 4: Install the steel beams and hanging columns of the transfer layer structure;

[0104] Step 5: Install the connection nodes between the lower elevation section of the hanging steel structure system 2 and the lower elevation section of the steel structure space frame layer, respectively. The connection nodes are on the lower elevation section of the hanging steel structure system 2.

[0105] Step 6: Use a total station to verify the positioning accuracy of the lower-elevation section of the suspended steel structure system;

[0106] Step 7: Inspection and acceptance. Inspect all bolt and weld joints of the steel structure system under the lower elevation section.

[0107] Furthermore, step 3 includes the following steps:

[0108] Step 1: Inspect the welded balls and rods. Install the upper chord ball 4 and the lower chord ball 5 on the welded balls and number them sequentially, such as upper chord ball SXQ-1 and lower chord ball XXQ-1. Mark the connection points of the lower chord and diagonal web members on the welded balls.

[0109] Step 2: Assemble the central control unit. Each central control unit consists of one upper chord ball 4, four lower chord balls 5, four lower chord rods 6, and four diagonal web rods 7. Check the specifications and dimensions of the assembled components. Hoist the four lower chord balls 5 onto the temporary support platform bracket. Place the lower chord rods 6 between two lower chord balls 5. After verifying the three-dimensional relative coordinates with a level and total station, temporarily spot weld them in place. Install the upper chord ball 4 onto the positioned temporary support platform bracket. Install the diagonal web rods 7 between the upper chord ball 4 and the lower chord balls 5. After verifying the three-dimensional relative coordinates with a total station, temporarily spot weld them in place to form a stable four-corner pyramid structure. Complete all welds.

[0110] Step 3: Use a tower crane to lift the central control unit to the design point of the connection node on the low-elevation hanging steel structure system 2, and use a total station to verify the three-dimensional relative coordinates before temporarily spot welding and fixing it.

[0111] Step 4: Using the central control unit as a reference point, assemble the lower chord balls 5 and lower chord rods 6 around the perimeter in sequence.

[0112] Step 5: Assemble one upper chord ball 4 and one upper chord rod into an upper chord assembly unit. Hoist the upper chord assembly unit to the central control unit. After verifying the three-dimensional relative coordinates with a total station, temporarily spot weld it in place. Install the inclined web rod 7 between the upper chord ball 4 on the upper chord assembly unit and the lower chord balls 5 around the central control unit. Assemble the units one by one in this way.

[0113] Step 6: Inspect the appearance quality of the weld and check the ultrasonic testing report. If it meets the ultrasonic testing standards, proceed to the next step.

[0114] Furthermore, the installation structure of the lifting device, platform, and hoist in step 4 is as follows: Figure 16As shown, a lifting tower 8 is installed on the ground foundation. A pair of lifting towers 8 are installed on each of the left and right sides. Each lifting tower 8 has a distribution beam 12, a distribution beam 13 on the distribution beam 12, and a lifting beam 14 on the distribution beam 13. A lifting device 11 is installed in the middle of the lifting beam 14. The installation and usage steps are as follows:

[0115] Step 1: Inspection of the hoist 11, steel strand 9 and temporary lifting equipment upon arrival at the site. The inspection includes visual quality and quality assurance documents.

[0116] Step 2: Adjusting the lifter 11;

[0117] (1) Check whether all valves or oil pipe joints on the hydraulic pump power system are loose, and check whether the pressure regulating spring of the relief valve is in a fully relaxed state.

[0118] (2) Check whether the power cord and communication cable between the hydraulic pump source system control cabinet and the hydraulic lifter are connected correctly.

[0119] (3) Check whether the oil pipe connection between the hydraulic pump power system and the main cylinder of the hydraulic lifter is correct;

[0120] (4) Power on the system and check whether the rotation direction of the hydraulic pump spindle is correct;

[0121] (5) If the hydraulic pump power system is not started, manually operate the corresponding button in the control cabinet to check whether the solenoid valve and the shut-off valve are working properly and whether the shut-off valve number and the hydraulic lifter number correspond.

[0122] (6) Check the stroke sensor so that the corresponding indicator light in the local control box sends a signal;

[0123] (7) Pre-operation checks: Start the hydraulic pump power system, adjust to a certain pressure, extend and retract the main oil cylinder of the hydraulic lifter: check whether the oil pipe connection of chamber A and chamber B is correct; check whether the shut-off valve can shut off the corresponding oil cylinder;

[0124] The third step is to assemble the lifting platform according to the design height and specifications, and at the same time install the temporary lifting tools for the steel grid frame and cut the steel strands. The steel strands are cut using an angle grinder.

[0125] Step 4: Install the lifting platform base, hoist the lifting platform to the designated location, verify the positioning with a total station, and fix it in place after accurate positioning. Install the lifting platform to the designed elevation. Verify the verticality of the lifting platform twice using a theodolite and plumb line, and inspect the welds of the lifting platform using a non-destructive weld flaw detector.

[0126] Step 5: After the lifting platform passes inspection, install the lifting platform's support rails and connecting rods.

[0127] Step 6: Install the lifting platform beam, temporary lifting equipment, and steel strand guide frame.

[0128] Step 7: On the ground, thread the special steel strand through the upper and lower anchor points of the hoist. Inspect the hydraulic oil pump power system, upper anchor points, lower anchor points, sensors, and other components of the hoist. Install the hydraulic synchronous hoist onto the hoisting platform and secure it.

[0129] Step 8: Thread the steel strand into the anchor at the temporary lifting point. After ensuring the length meets the design requirements, install the clamps to fix the steel strand.

[0130] The aforementioned lifting platform is either the lifting beam 14 or the platform beam 18. When setting the second lifting device, platform, and lifting unit in step 9, the method is basically the same, only the installation structure differs, such as... Figure 17 As shown, the second lifting device 11 is installed on the platform beam 18, which is supported and fixed on the left and right columns 19. The left column 19 is directly connected to the concrete structure through anchors, and the right column 19 is supported on the corbel structure 20, which is installed on the concrete structure.

[0131] During the second installation of the lifting platform, the steel wire rope 9 connected to its lifting device is connected to the lower chord balls on both sides of the high-elevation steel structure space frame layer 16 via temporary lifting tools 17 and temporary poles. For example... Figure 18 As shown, the temporary lifting device 17 has a lifting device support 1701. A temporary ball 1702 is supported and connected to the lifting device support 1701 by a number of reinforcing plates 1704. A cylindrical connection and mounting hole 1703 is provided on the central axis of the temporary ball 1702. The steel strand 9 passes through the connection and mounting hole 1703 and is fixedly connected to the temporary ball. One end of the temporary rod is welded to the temporary ball 1702 and the other end is welded to the lower chord ball that is closer to it. Multiple temporary rods are provided. After the lifting operation is completed, the temporary rods can be cut and lifted.

[0132] Furthermore, the first and second trial improvements each include the following steps:

[0133] Step 1: Inspect the surrounding environment of the lifting operation, clean up the scattered materials and tools inside the lifting unit, check the weather conditions during the lifting period, and re-inspect the safety status of the lifting unit and the hydraulic lifting system;

[0134] The lifting unit consists of a lower steel structure system and a steel structure grid layer before and after assembly (low elevation part and high elevation part), and the structure above which the lifting device is connected and installed;

[0135] Step 2: Based on the reaction force values ​​of each lifting point in the safety calculation of the lifting scheme, conduct a trial lift to determine the required cylinder extension pressure (considering pressure loss) and cylinder retraction pressure of the hydraulic lifter; the hydraulic lifting system is loaded proportionally, 20%, 40%, 60%, 70%, 80%, 90%, 95% progressively up to 100%, until the lifting unit is completely off the leveling jig, and the lifting unit is about 150mm-200mm off the ground. Lock the lifter and suspend it for 12-24 hours to check whether the appearance of the welds of the lifting unit and the lifting platform and the aerial posture are normal;

[0136] During the graded loading process, after each graded loading step is completed, the loading should be paused and the deformation of the upper and lower lifting points and the lifting unit before and after loading, as well as the stability of the lifting unit, should be checked. Only if everything is normal can the next graded loading step be continued.

[0137] The third step, after the hovering is completed and before the formal lifting, is to measure the initial elevation and ground clearance of each lowering point, analyze the aerial attitude of the lifting unit, switch the computer synchronous control system from automatic mode to manual mode, and level the lifting unit by means of single-point fine adjustment or multi-point unequal value fine adjustment.

[0138] Furthermore, the first enhancement and the second enhancement each include the following steps:

[0139] Step 1: Perform overall synchronous lifting. Every 2m, lock the lifting unit and use a total station to re-measure the elevation of the lower suspension point of the lifting unit. If there is an elevation difference between the suspension points, switch the computer synchronous lifting control system to manual mode and use single-point fine adjustment or multi-point unequal value fine adjustment to level the lifting unit. Then restart the computer synchronous lifting control system and continue lifting, re-measuring the elevation of the lower suspension point every 2m. Repeat the above actions until the distance from the design elevation is 300-600mm, then lock the lifting unit.

[0140] The second step involves adopting a manual single-point control mode and reducing the lifting rate to precisely control the lifting unit into place.

[0141] Furthermore, step 10 includes the following steps:

[0142] The first step is to load the booster for the second boost;

[0143] The second step is to unload the lifting device after the first lifting. Based on the actual lifting load, all lifting points are unloaded by 10% at the same time, so that the lifting unit gradually completes stress redistribution and overall deformation from the first lifting to the second lifting. If the displacement of a single lifting point is not equal to 10mm, or the actual deformation rate of the deformation control point does not match the simulated value, it is immediately paused and single-point unloading correction is performed. The above process is repeated until the steel strands of the first lifting are completely relaxed.

[0144] The third step is to dismantle the hoist 11 and steel strand 9 from the first hoisting and move them outside the hoisting operation area.

[0145] The fourth step is to dismantle the first lifting platform (including lifting tower 8, distribution beam 12, distribution beam 13, lifting beam 14, etc.) and the wall-mounted rod 10;

[0146] The fifth step is to fully install the replacement rods that were broken during the first lifting of the platform.

[0147] Furthermore, in step 13, after the lifting unit is precisely positioned, the lifting device for the second lifting is locked, and hoists are installed at the four corners of the lifting unit to connect it to the surrounding concrete structure to prevent the lifting unit from swaying horizontally due to external forces. After completion, the construction of the supplementary rod 21 is carried out.

[0148] Furthermore, step 14 includes the following steps:

[0149] The first step is to check the construction quality of the support or concrete structure connection, and to check the construction quality of the reinforcement area.

[0150] The second step is to start unloading the lifting device for the second lifting after the acceptance is qualified. Based on the actual lifting load, all lifting points are unloaded by 10% each time until the steel strands of the second lifting are completely relaxed, so that the lifting unit gradually completes the stress redistribution and the load of the lifting unit is completely transferred to the support or concrete structure.

[0151] The third step is to dismantle the lifting device, steel strands, lifting platform, and wall-mounted rods used in the second lifting operation.

[0152] The above construction method can quickly and safely install the lower steel structure system and steel structure grid layer above the main structure. It has obvious construction advantages for the installation of such multi-system steel structure assemblies with unequal spacing, greatly reducing the investment in lifting and auxiliary equipment and shortening the construction period.

[0153] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method for cumulative lifting construction of a multi-system steel structure assembly, characterized in that, Includes the following steps: Step 1: Set up the work platform; Step 2: Ground assembly of the low-elevation section under-hanging steel structure system, which includes a grid top structure, a sliding beam layer structure and a transfer layer structure; installation of steel beams and hanging columns of the grid top structure; installation of steel beams and hanging columns of the sliding beam layer structure; installation of steel beams and hanging columns of the transfer layer structure; installation of connection nodes between the low-elevation section under-hanging steel structure system (2) and the low-elevation section steel structure grid layer, wherein the connection nodes are on the low-elevation section under-hanging steel structure system (2); Step 3: Assemble the steel structure grid layer of the low elevation section. The central control unit is composed of 1 upper chord ball, 4 lower chord balls, 4 lower chord rods and 4 diagonal web members. The assembled central control unit is hoisted to the design point of the connection node on the lower steel structure system of the low elevation section and spot welded. The upper chord assembly unit is composed of 1 upper chord ball (4) and 1 upper chord rod. The units are assembled one by one in all directions. Step 4: First installation of the lifting platform, lifting gear, and hoist; Step 5: Trial lifting of the low-elevation steel structure space frame layer and the low-elevation hanging steel structure system; Step 6: The steel structure space frame layer at the low elevation and the steel structure system hanging below the low elevation are lifted for the first time to the transition point between the low elevation and the high elevation. Step 7: The low-elevation steel structure space frame layer and the low-elevation lower steel structure system are suspended at the transition point. The high-elevation lower steel structure system is assembled on the platform structure at the transition point and joined with the low-elevation lower steel structure system to obtain the joined lower steel structure system. Step 8: Assemble the high-elevation steel structure space frame layer on the platform structure at the transition point, and merge it with the low-elevation steel structure space frame layer to obtain the merged steel structure space frame layer; Step 9: Second lifting platform, hoisting equipment and hoisting device installation. During the second lifting platform installation, the wire rope connected to its hoisting device is connected to the lower chord balls on both sides of the high-elevation steel structure grid layer through temporary hoisting equipment and temporary poles. Step 10: Load change, dismantle the first lifting platform, lifting gear and hoist; Step 11: Trial lifting of the closed steel structure space frame layer and the lower hanging structure system after closure; Step 12: Second lifting of the steel structure space frame layer and the lower hanging structure system after closure; Step 13: Install supplementary rods on both sides of the steel structure space frame layer and the lower hanging structure system, and connect them to the main structure; Step 14: After the pole is in place, unload and dismantle the secondary lifting platform, lifting gear and hoist.

2. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, Step 1 includes the following steps: cleaning the work surface, using a total station to measure and mark the main control axis, hanging columns, and control positioning points of the space frame welding ball on the ground, and drawing the 1-meter line of the structure on the concrete column; installing the leveling frame, and performing finite element analysis calculations on the leveling frame and the original concrete structure before assembly.

3. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, Step 2 includes the following steps: Step 1: Inspect and number the materials required for the top layer structure, sliding beam layer structure, and transfer layer structure; Step 2: Install the steel beams and hanging columns of the top layer structure of the grid; Step 3: Install the steel beams and hanging columns of the sliding beam layer structure; Step 4: Install the steel beams and hanging columns of the transfer layer structure; Step 5: Install the connection nodes between the lower-elevation section of the suspended steel structure system and the lower-elevation section of the steel structure space frame layer respectively; Step 6: Use a total station to verify the positioning accuracy of the lower-elevation section of the suspended steel structure system; Step 7: Inspection and acceptance. Inspect all bolt and weld joints of the steel structure system under the lower elevation section.

4. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, Step 3 includes the following steps: Step 1: Inspect the welded balls and rods, install the upper chord ball and lower chord ball on the welded balls respectively, number them in sequence, and mark the connection points of the lower chord and diagonal web members on the welded balls; Step 2: Assemble the central control unit, check the specifications and dimensions of the assembled components, hoist the four lower chord balls onto the temporary support platform bracket, place the lower chord rod between two lower chord balls, and temporarily spot weld it after verifying the three-dimensional relative coordinates with a level and total station. Install the upper chord ball on the positioned temporary support platform bracket, install the diagonal web rod between the upper and lower chord balls, and temporarily spot weld it after verifying the three-dimensional relative coordinates with a total station to form a stable four-corner pyramid structure. Complete all welds. Step 3: Use a tower crane to lift the central control unit to the design point on the lower steel structure system of the low elevation section, and use a total station to verify the three-dimensional relative coordinates before temporarily spot welding it in place; Step 4: Using the central control unit as a reference point, assemble the lower chord ball and lower chord rod in sequence outwards; Step 5: Hoist the upper chord assembly unit to the central control unit, verify the three-dimensional relative coordinates with a total station, and then temporarily spot weld it in place. Install the inclined web members between the upper chord ball on the upper chord assembly unit and the lower chord ball around the central control unit, and assemble each unit in this way to the surrounding area. Step 6: Inspect the appearance quality of the weld and check the ultrasonic testing report. If it meets the ultrasonic testing standards, proceed to the next step.

5. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, The trial improvement includes the following steps: Step 1: Inspect the surrounding environment of the lifting operation, clean up the scattered materials and tools inside the lifting unit, check the weather conditions during the lifting period, and re-inspect the safety status of the lifting unit and hydraulic lifting system; Step 2: Based on the reaction force values ​​of each lifting point in the safety calculation of the lifting scheme, conduct a trial lift to determine the required cylinder extension pressure and cylinder retraction pressure of the hydraulic lifter; the hydraulic lifting system is loaded proportionally, 20%, 40%, 60%, 70%, 80%, 90%, 95% progressively up to 100%, until the lifting unit is completely off the leveling jig, and the lifting unit is about 150mm-200mm off the ground. Lock the lifter and suspend it for 12-24 hours to check whether the appearance of the welds of the lifting unit and the lifting platform and the aerial posture are normal; During the graded loading process, after each graded loading step is completed, the loading should be paused and the deformation of the upper and lower lifting points and the lifting unit before and after loading, as well as the stability of the lifting unit, should be checked. Only if everything is normal can the next graded loading step be continued. The third step, after the hovering is completed and before the formal lifting, is to measure the initial elevation and ground clearance of each lowering point, analyze the aerial attitude of the lifting unit, switch the computer synchronous control system from automatic mode to manual mode, and level the lifting unit by means of single-point fine adjustment or multi-point unequal value fine adjustment.

6. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, The first and second improvements each include the following steps: Step 1: Perform overall synchronous lifting. Every 2m, lock the lifting unit and use a total station to re-measure the elevation of the lower suspension point of the lifting unit. If there is an elevation difference between the suspension points, switch the computer synchronous lifting control system to manual mode and use single-point fine adjustment or multi-point unequal value fine adjustment to level the lifting unit. Then restart the computer synchronous lifting control system and continue lifting, re-measuring the elevation of the lower suspension point every 2m. Repeat the above actions until the distance from the design elevation is 300-600mm, then lock the lifting unit. The second step involves adopting a manual single-point control mode and reducing the lifting rate to precisely control the lifting unit into place.

7. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, Step 10 includes the following steps: The first step is to load the booster for the second boost; The second step is to unload the lifting device after the first lifting. Based on the actual lifting load, all lifting points are unloaded by 10% at the same time, so that the lifting unit gradually completes stress redistribution and overall deformation from the first lifting to the second lifting. If the displacement of a single lifting point is not synchronized by 10mm, or the actual deformation rate of the deformation control point does not match the simulated value, it is immediately paused and single-point unloading correction is performed. The above process is repeated until the steel strands of the first lifting are completely relaxed. The third step is to dismantle the hoist and steel strands from the first hoisting and move them outside the hoisting operation area; The fourth step is to remove the first lifting platform and the wall-mounted rods; The fifth step is to fully install the replacement rods that were broken during the first lifting of the platform.

8. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, In step 13, after the lifting unit is precisely positioned, the lifting device for the second lifting is locked. Hoists are installed at the four corners of the lifting unit to connect it to the surrounding concrete structure to prevent the lifting unit from swaying horizontally due to external forces. After completion, the pole repair construction is carried out.

9. The method for cumulative lifting of multi-system steel structure assemblies according to claim 1, characterized in that, Step 14 includes the following steps: The first step is to check the construction quality of the support or concrete structure connection, and to check the construction quality of the reinforcement area. The second step is to start unloading the lifting device for the second lifting after the acceptance is qualified. Based on the actual lifting load, all lifting points are unloaded by 10% each time until the steel strands of the second lifting are completely relaxed, so that the lifting unit gradually completes the stress redistribution and the load of the lifting unit is completely transferred to the support or concrete structure. The third step is to dismantle the lifting device, steel strands, lifting platform, and wall-mounted rods used in the second lifting operation.

10. The method for cumulative lifting construction of multi-system steel structure assemblies according to claim 1, characterized in that, The lifting device is a hydraulic lifting device, which is installed on the lifting beam of the lifting tower or on the platform beam of the main structure; the lifting device is connected to steel strands, the steel strands are connected to temporary lifting devices, and the temporary lifting devices are connected to both sides of the low elevation part of the steel structure space frame layer or the high elevation part of the steel structure space frame layer through temporary poles.

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