Large-span steel truss grading cumulative lifting construction method

Abstract

The application discloses a large-span steel truss grading cumulative lifting construction method, comprising the following steps: S0: establishing a finite element model of the large-span steel truss; S1: according to the analysis result of step S0, the large-span steel truss to be lifted is divided into N lifting units along the horizontal direction, wherein N is greater than or equal to 2; the division boundary of each lifting unit is arranged at the node position where the internal force of the truss is smaller. According to the application, through segmented assembly and grading loading, the single lifting load is reduced from the weight of the whole truss to the weight of the segmented components, the additional deformation of the truss and the over-stress of the rod caused by the concentrated load are effectively avoided, the temporary reinforcing rods are greatly reduced, the forming precision is improved, independent hydraulic control systems are configured for each lifting unit, the stroke and speed can be individually fine-tuned according to the assembly error of each partition and the settlement difference of the supports, the cumulative height difference of the multi-point lifting is eliminated, and the accurate alignment of the supports is ensured.

Description

Technical Field

[0001] This invention relates to the field of steel structure construction technology, and in particular to a method for the graded cumulative lifting construction of large-span steel trusses. Background Technology

[0002] Existing methods for constructing large-span steel trusses typically involve assembling the entire truss on the ground and then lifting it to the design elevation in one go using hydraulic synchronous lifting equipment. Specifically, hydraulic lifters are installed at each lifting point of the truss, and all lifting cylinders share a single hydraulic pump station and control system. By using uniform operating parameters, synchronous and uniform lifting is achieved, allowing the entire truss to be lifted into place in one go.

[0003] However, existing conventional overall lifting processes have the following drawbacks: (1) The load is concentrated during the one-time full-span overall lifting and the stress at the lifting points is uneven, which makes the truss prone to additional deformation and local overstress of the members; (2) All cylinders share the same set of operating parameters. Due to the influence of machining and assembly errors, the height difference between multiple asynchronous points is difficult to control, resulting in poor positioning accuracy. (3) Full-span assembly occupies a large area, and construction is not possible in small spaces; (4) Increasing the instantaneous load places stringent requirements on the bearing capacity of the substructure, and the reinforcement cost is high; (5) In the centralized control mode, a single point of failure will cause the entire system to shut down, resulting in poor fault tolerance.

[0004] In summary, the existing overall lifting technology has technical shortcomings in terms of structural stress, site adaptability, synchronous control, and construction error tolerance, making it difficult to meet the construction needs of complex projects. Summary of the Invention

[0005] The purpose of this invention is to address the shortcomings mentioned above by providing a method for the graded cumulative lifting construction of large-span steel trusses.

[0006] To solve the above-mentioned technical problems, the present invention adopts the following technical solution: a method for the staged cumulative lifting construction of large-span steel trusses, comprising the following steps: S0: Establish a finite element model of the large-span steel truss, conduct construction simulation analysis on the entire process of graded cumulative lifting, and determine the division scheme of each lifting unit, the arrangement of lifting points, and the lifting control parameters for each stage based on the analysis results; S1: Based on the analysis results of step S0, the large-span steel truss to be lifted is divided into N lifting units along the horizontal direction, where N≥2; The boundaries of each lifting unit are set at the nodes where the internal forces of the truss are relatively small, and the self-weight of each lifting unit does not exceed the rated lifting capacity of the hydraulic lifting equipment and the bearing capacity of the lower support structure. S2: Assemble the first lifting unit on the ground and set lifting points at the truss nodes of the first lifting unit; S3: The first lifting unit is lifted to the preset height using a hydraulic lifting device; S4: Assemble the second lifting unit on the ground, set lifting points at the truss nodes of the second lifting unit, lift the second lifting unit to the preset height, and connect and fix the second lifting unit with the first lifting unit at high altitude to form a cumulative lifting assembly; S5: The cumulative lifting assembly is then lifted to the design elevation using a hydraulic lifting device to complete the truss installation; Each lifting unit is equipped with an independent hydraulic pump station, an independent control system, and an independent displacement sensor, and the lifting speed and stroke of each lifting unit are independently controlled. During each lifting process, the system monitors the reaction force at the lifting points of each lifting unit, the stress and deformation of key nodes of the truss, and the settlement and deformation of the lower support structure in real time. When the monitoring data exceeds the preset threshold, the control system automatically stops the lifting and issues an early warning.

[0007] Furthermore, in step S1, the first lifting unit includes two adjacent trusses and a steel beam and a circular tie rod between them; The second lifting unit includes another truss and a steel beam and a circular tie rod on one side; Based on the on-site construction deployment and tower crane performance, the truss is divided into a lifting area and a supplementary area, and the lifting area is further divided into the first lifting unit and the second lifting unit.

[0008] Furthermore, in step S3, before lifting the first lifting unit to the preset height, a trial lift is performed. The height of the trial lift is 80-120mm. After the trial lift, the lifting unit is finely adjusted and the maximum deformation at the mid-span is measured. Then, it is left to stand for 2-24 hours.

[0009] Furthermore, in step S4, when the second lifting unit and the first lifting unit are docked at high altitude, a guide positioning device is used for initial alignment, and then a jack is used for fine adjustment to control the axial deviation of the docking position within ±3mm and the elevation deviation within ±5mm. After the docking is completed, at least 50% of the butt welds are welded and subjected to flaw detection. Only after confirming that they are qualified are the independent lifting constraints of the second lifting unit released.

[0010] Furthermore, the control systems of each lifting unit communicate with each other via industrial Ethernet to achieve coordinated lifting and independent fine-tuning of each lifting unit; When the height difference between a certain lifting unit and the adjacent lifting unit exceeds a preset threshold, the control system of that lifting unit automatically adjusts the lifting speed to reduce the height difference.

[0011] Furthermore, the lifting points of each lifting unit are arranged at the truss node positions, and the number of lifting points of each lifting unit is determined according to the self-weight of the unit and the single-point lifting capacity of the hydraulic lifting equipment. Adjacent lifting units share a common lifting point at the docking position to achieve a smooth transition of the lifting load.

[0012] Furthermore, when the hydraulic system of a certain lifting unit fails, the lifting unit automatically locks and maintains its current height, while the remaining lifting units continue to lift to the target height and then pause. After the fault is cleared, the faulty unit is lifted to the same height as the cumulative lifting assembly for docking. During troubleshooting, the already lifted cumulative assembly was provided with auxiliary support using temporary support devices.

[0013] Furthermore, in step S0, the construction simulation analysis ensures that the stress ratio of the truss members in each construction stage does not exceed 0.85 and the deformation does not exceed 1 / 400 of the span.

[0014] Furthermore, after step S5 is completed, the hydraulic lifting equipment and temporary measures are dismantled, and the replacement poles in the post-installation area are installed; The supplementary poles are installed in a high-altitude, loose-assembly manner, with high-strength bolts connecting the poles. After installation, the overall weld seams are inspected and anti-corrosion coating is applied.

[0015] Furthermore, the hydraulic lifting equipment is a hydraulic synchronous lifting equipment, and each lifting unit uses stiffening columns and pre-assembled structures to set up a lifting platform.

[0016] The beneficial effects of this invention are reflected in: This invention, through segmented assembly and graded loading, reduces the single lifting load from the entire truss's self-weight to the weight of segmented components, effectively avoiding additional deformation and overstress in the truss caused by concentrated loads, significantly reducing the need for temporary reinforcement members, and improving forming accuracy. Each lifting unit is equipped with an independent hydraulic control system, which can individually fine-tune the stroke and speed based on the assembly errors of each section and the differences in support settlement, eliminating the cumulative height difference of multi-point lifting and ensuring precise alignment of supports. Only a segmented assembly work surface is required, without the need for a full-span projection area, making it suitable for confined spaces such as indoor renovations and expansions of existing buildings. Attached Figure Description

[0017] Figure 1 This is a schematic diagram of the process of the present invention; Figure 2 This is a schematic diagram of an embodiment of the present invention; Figure 3This is a schematic diagram of the steel structure distribution area of ​​the present invention; Figure 4 This is a schematic diagram of the ground assembly truss of the present invention; Figure 5 This is a truss trial lifting diagram of the present invention; Figure 6 This is a schematic diagram of a single lifting operation of the truss of the present invention; Figure 7 This is a diagram of the secondary lifting of the truss in this invention. Detailed Implementation

[0018] 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 a part of the embodiments of the present invention, and not all of them. Unless otherwise specified, the embodiments and features in the embodiments of this application can be combined with each other. 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.

[0019] Example 1 like Figure 2 As shown, this embodiment uses the construction of a large-span steel truss in the openwork area of ​​a podium building as an example. The edge beam of the second-floor slab of the podium building is located on axis 57-G and is within the vertical space of the truss lifting area. Based on the on-site construction deployment and tower crane performance, the entire steel structure is divided into a lifting area and a supplementary area. The lifting area is further divided into a first lifting unit (i.e., the primary lifting area TS1-1) and a second lifting unit (i.e., the secondary lifting area), as shown below. Figure 3 As shown, the red area is the primary lifting area, the blue area is the secondary lifting area, and the purple area is the candidate member area.

[0020] The first lifting unit consists of two trusses along axes 57-J and 57-H, along with the steel beams and circular tie rods between them; the second lifting unit consists of a truss along axis 57-G, along with a steel beam and circular tie rod on one side. Each of the three trusses adopts the same segmented and sectioned design.

[0021] This application includes, when used, the following Figure 1 The steps shown are as follows: Step 1: Construction simulation analysis and improvement plan determination Before formal construction, a finite element model of the large-span steel truss was first established to conduct construction simulation analysis of the entire process of staged cumulative lifting. Specifically, a three-dimensional finite element model of the truss structure was established using finite element analysis software (such as ANSYS or ABAQUS) to simulate the entire construction process from ground assembly, initial lifting, high-altitude docking, secondary lifting to final placement. Based on the simulation analysis results, the optimal division scheme for each lifting unit, the optimal arrangement of lifting points, and the lifting speed control parameters for each stage were determined.

[0022] In this embodiment, simulation analysis determined that the stress ratio of truss members at each construction stage does not exceed 0.85, and the deformation does not exceed 1 / 400 of the span. The boundary of the first lifting unit is set at the node position with smaller internal forces between axes 57-J and 57-H. The self-weight of the first lifting unit does not exceed the rated lifting capacity of the hydraulic lifting equipment and the bearing capacity of the lower support structure. Lifting points are arranged at the node positions of each truss. The number of lifting points is determined based on the self-weight of each lifting unit and the single-point lifting capacity of the hydraulic lifting equipment. Adjacent lifting units share lifting points at the docking position to achieve a smooth transition of the lifting load.

[0023] Step Two: Assemble the First Lifting Unit on the Ground like Figure 4 As shown, the truss portion belonging to the first lifting unit in the three-layer truss structure is assembled into a whole on a floor at an elevation of -0.150m. Specifically, the trusses on both sides (axes 57-J and 57-H) are first assembled on the ground, followed by the assembly of the central steel beam, and then the secondary beams and circular tie rods on the adjacent sides are installed to form the first lifting unit. Lifting points are set at the truss nodes of the first lifting unit, and lifting platforms are set at the corresponding positions using stiffening columns and pre-assembled structures. The hydraulic lifting equipment is a hydraulic synchronous lifting device, including a hydraulic lifter, steel strands, hydraulic pipelines, and a control system.

[0024] Step 3: Trial lifting and static observation like Figure 5 As shown, the hydraulic lifting equipment is started, and the first lifting unit is lifted 100mm for trial lifting. After the trial lifting, the elevation of each lifting point of the lifting unit is finely adjusted to ensure that all lifting points are on the same horizontal plane. The maximum deformation value at the mid-span of the first lifting unit is measured and recorded. After the trial lifting and adjustment are completed, the first lifting unit is left to stand for 12 hours (the time can be selected within the range of 2 to 24 hours) to observe the stability of the lifting system, the deformation of the truss structure, and the settlement of the lower support structure. Only after confirming that all indicators meet the requirements can the formal lifting stage begin. In this embodiment, the height of the trial lifting can be adjusted within the range of 80 to 120mm according to the actual engineering situation.

[0025] Step 4: First Lift – Lift the first lifting unit to the preset height. like Figure 6 As shown, after the trial lifting and static observation were deemed satisfactory, the hydraulic lifting equipment was activated to raise the first lifting unit from a ground elevation of -0.150m to an elevation of +6.350m (i.e., the floor height of floor F2). During each lifting operation, each lifting unit was equipped with an independent hydraulic pump station, an independent control system, and an independent displacement sensor. The lifting speed and stroke of each lifting unit were independently controlled. The control systems of each lifting unit communicated via industrial Ethernet, enabling coordinated lifting and independent fine-tuning of each unit.

[0026] Specifically, when the height difference between a certain lifting unit and its adjacent lifting unit exceeds a preset threshold, the control system of that lifting unit automatically adjusts the lifting speed to reduce the height difference. During each lifting stage, the system monitors the reaction force at the lifting points of each lifting unit, the stress and deformation of key truss nodes, and the settlement and deformation of the lower support structure in real time. When the monitored data exceeds the preset threshold, the control system automatically pauses the lifting and issues a warning. After the first lifting unit reaches an elevation of +6.350m, the lifting is paused, and the first lifting unit is held at that elevation.

[0027] Step 5: Assemble the second lifting unit on the ground and connect it with the first lifting unit at high altitude. After the first lifting unit is raised to an elevation of +6.350m, the second lifting unit is assembled on the ground floor at an elevation of -0.150m. The second lifting unit consists of a truss on axis 57-G, a steel beam on one side, and a circular tie rod. After the second lifting unit is assembled, lifting points are set at its truss nodes to raise the second lifting unit to an elevation of +6.350m, where it is then docked with the first lifting unit, which is already in the lifting phase.

[0028] During high-altitude docking, a guiding and positioning device is used for initial alignment, followed by fine-tuning with jacks to control the axial deviation of the docking position within ±3mm and the elevation deviation within ±5mm. After docking, at least 50% of the butt welds are welded and subjected to flaw detection. Once confirmed to be qualified, the independent lifting constraint of the second lifting unit is released. The second lifting unit is then fixedly connected to the first lifting unit (using welding or high-strength bolts) to form a cumulative lifting assembly.

[0029] Step Six: Secondary Lifting to Design Elevation like Figure 7As shown, after the first and second lifting units are docked and fixed, the hydraulic lifting equipment at each lifting point of the cumulative lifting assembly is started to lift the cumulative lifting assembly from the +6.350m elevation to the design elevation (i.e., the final installation position of the F3 floor truss). During the secondary lifting process, the lifting speed and stroke of each lifting point are independently controlled by the hydraulic control system configured independently for each lifting unit to ensure that the cumulative lifting assembly rises smoothly and synchronously, and the height difference between each lifting point is controlled within the allowable range.

[0030] Step 7: Dismantle the lifting equipment and install replacement poles in the post-installation area After the truss assembly is lifted to the design elevation, precise alignment is performed, and the truss supports are fixedly connected to the pre-embedded nodes. Once the truss installation is confirmed to be in place, the hydraulic lifting equipment and temporary measures are removed. Additional members in the later-added areas are installed using a high-altitude, loose-assembly method, with high-strength bolts connecting the members. After installation, overall weld inspection and anti-corrosion coating are performed.

[0031] In this embodiment, when the hydraulic system of a certain lifting unit fails, that lifting unit automatically locks and maintains its current height. The remaining lifting units continue to lift to the target height and then pause. After the fault is cleared, the faulty unit is lifted to the same height as the cumulative lifting assembly for docking. During the fault clearing process, the already lifted cumulative lifting assembly is supported by temporary support devices.

[0032] Example 2 Unlike Embodiment 1, the large-span steel truss to be lifted in this embodiment has a larger span and a heavier weight. The truss is divided into three lifting units (N=3) along the horizontal direction. Specifically, the first lifting unit is the left end truss segment, the second lifting unit is the middle truss segment, and the third lifting unit is the right end truss segment.

[0033] During construction, the first lifting unit is first assembled on the ground and lifted to the preset height; then the second lifting unit is assembled on the ground, lifted to the same preset height, and then docked and fixed with the first lifting unit in mid-air to form a cumulative lifting assembly; the cumulative lifting assembly is then lifted to a certain height and then paused; finally, the third lifting unit is assembled on the ground, lifted to the same height, and then docked and fixed with the cumulative lifting assembly to form a complete truss structure, and then lifted to the design elevation to complete the installation.

[0034] The simulation analysis, trial improvement, monitoring and control, and fault handling methods at each stage are the same as in Example 1, and will not be repeated here.

[0035] Example 3 Unlike Example 1, in this example, the preset height for the first lifting unit is not +6.350m, but adjusted to +5.800m based on the actual floor elevation. The trial lifting height is 80mm, and the settling time is 24 hours. The axial deviation at the docking position is controlled at ±2mm, and the elevation deviation is controlled at ±3mm. After docking, 60% of the butt welds are welded and subjected to flaw detection. The remaining construction steps and control methods are the same as in Example 1.

[0036] Graded loading control: The lifting load of each lifting unit is the self-weight of the segmented truss. By graded loading and transferring the construction load in stages, the single lifting load is changed from the self-weight of the entire truss to the weight of the segmented components, avoiding additional deformation of the truss and overstress of the members caused by concentrated loads.

[0037] Independent hydraulic control for each zone: Each lifting unit is equipped with an independent hydraulic pump station, an independent control system, and an independent displacement sensor. Abandoning the traditional mode of sharing a single lifting parameter for the entire truss, each stage of the lifting unit can individually fine-tune the cylinder stroke and lifting speed based on the assembly errors of each zone and the differences in support settlement, accurately eliminating the cumulative height difference caused by asynchronous lifting at multiple points.

[0038] Real-time monitoring and adaptive control: During each stage of the lifting process, displacement sensors, stress sensors, and settlement monitoring instruments are used to collect real-time data on the reaction force at the lifting points of each lifting unit, the stress and deformation of key truss nodes, and the settlement and deformation of the lower support structure. The monitoring data is transmitted to the central control system in real time via industrial Ethernet. When the monitoring data exceeds a preset threshold, the control system automatically pauses the lifting and issues an early warning.

[0039] Fault zone isolation: The hydraulic systems of each lifting unit are independent of each other. When a section of cylinder or steel strand experiences jamming, leakage or other faults, only the operation of the faulty section is stopped, while the assembly and lifting construction of the other sections can be carried out normally, thus avoiding the entire truss being suspended in the air for a long time.

[0040] This method is applicable to the on-site installation of large-span steel trusses in various buildings such as convention centers, high-speed railway stations, large factories, and airport terminals. It is especially suitable for steel truss installation under complex conditions such as multi-layer hollow structures, limited space, and weak substructure bearing capacity. It has the advantages of small single lifting load, less substructure reinforcement, high synchronization accuracy, strong site adaptability, and good construction continuity, and has significant industrial applicability.

[0041] It should be noted that if the embodiments of the present invention involve directional indicators (such as up, down, left, right, front, back, etc.), the directional indicators are only used to explain the relative positional relationship and movement of the components in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indicators will also change accordingly.

[0042] Furthermore, if the embodiments of this invention involve descriptions such as "first" or "second," these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. If the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0043] Additionally, "multiple" refers to two or more.

[0044] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for the staged cumulative lifting construction of large-span steel trusses, characterized in that, Includes the following steps: S0: Establish a finite element model of the large-span steel truss, conduct construction simulation analysis on the entire process of graded cumulative lifting, and determine the division scheme of each lifting unit, the arrangement of lifting points, and the lifting control parameters for each stage based on the analysis results; S1: Based on the analysis results of step S0, the large-span steel truss to be lifted is divided into N lifting units along the horizontal direction, where N≥2; The boundaries of each lifting unit are set at the nodes where the internal forces of the truss are relatively small, and the self-weight of each lifting unit does not exceed the rated lifting capacity of the hydraulic lifting equipment and the bearing capacity of the lower support structure. S2: Assemble the first lifting unit on the ground and set lifting points at the truss nodes of the first lifting unit; S3: The first lifting unit is lifted to the preset height using a hydraulic lifting device; S4: Assemble the second lifting unit on the ground, set lifting points at the truss nodes of the second lifting unit, lift the second lifting unit to the preset height, and connect and fix the second lifting unit with the first lifting unit at high altitude to form a cumulative lifting assembly; S5: The cumulative lifting assembly is then lifted to the design elevation using a hydraulic lifting device to complete the truss installation; Each lifting unit is equipped with an independent hydraulic pump station, an independent control system, and an independent displacement sensor, and the lifting speed and stroke of each lifting unit are independently controlled. During each lifting process, the system monitors the reaction force at the lifting points of each lifting unit, the stress and deformation of key nodes of the truss, and the settlement and deformation of the lower support structure in real time. When the monitoring data exceeds the preset threshold, the control system automatically stops the lifting and issues an early warning.

2. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, In step S1, the first lifting unit includes two adjacent trusses and the steel beam and circular tie rod between them; The second lifting unit includes another truss and a steel beam and a circular tie rod on one side; Based on the on-site construction deployment and tower crane performance, the truss is divided into a lifting area and a supplementary area, and the lifting area is further divided into the first lifting unit and the second lifting unit.

3. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, In step S3, before lifting the first lifting unit to the preset height, a trial lift is performed. The height of the trial lift is 80-120mm. After the trial lift, the lifting unit is finely adjusted and the maximum deformation at the mid-span is measured. Then, it is left to stand for 2-24 hours.

4. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, In step S4, when the second lifting unit and the first lifting unit are docked at high altitude, a guide positioning device is used for initial alignment, and then a jack is used for fine adjustment to control the axial deviation of the docking position within ±3mm and the elevation deviation within ±5mm. After the docking is completed, at least 50% of the butt welds are welded and subjected to flaw detection. Only after confirming that they are qualified are the independent lifting constraints of the second lifting unit released.

5. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, The control systems of each lifting unit communicate with each other via industrial Ethernet to achieve coordinated lifting and independent fine-tuning of each lifting unit; When the height difference between a certain lifting unit and the adjacent lifting unit exceeds a preset threshold, the control system of that lifting unit automatically adjusts the lifting speed to reduce the height difference.

6. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, The lifting points of each lifting unit are arranged at the truss node positions, and the number of lifting points of each lifting unit is determined according to the self-weight of the unit and the single-point lifting capacity of the hydraulic lifting equipment. Adjacent lifting units share a common lifting point at the docking position to achieve a smooth transition of the lifting load.

7. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, When the hydraulic system of a certain lifting unit fails, the lifting unit will automatically lock and maintain its current height. The remaining lifting units will continue to lift to the target height and then pause. After the fault is cleared, the faulty unit will be lifted to the same height as the cumulative lifting assembly for docking. During troubleshooting, the already lifted cumulative assembly was provided with auxiliary support using temporary support devices.

8. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, In step S0, the construction simulation analysis ensures that the stress ratio of the truss members in each construction stage does not exceed 0.85 and the deformation does not exceed 1 / 400 of the span.

9. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, After step S5 is completed, the hydraulic lifting equipment and temporary measures are dismantled, and the poles in the replacement area are installed. The supplementary poles are installed in a high-altitude, loose-assembly manner, with high-strength bolts connecting the poles. After installation, the overall weld seams are inspected and anti-corrosion coating is applied.

10. The method for graded cumulative lifting of large-span steel trusses according to claim 1, characterized in that, The hydraulic lifting equipment is a hydraulic synchronous lifting equipment, and each lifting unit uses stiffening columns and pre-assembled structures to set up a lifting platform.

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