A method for controlling the non-synchronous lifting of a curved roof structure with triangular lifting frames

Abstract

The application relates to a different-step lifting control method for a curved roof structure containing a triangular lifting frame, which comprises the following steps: S1, establishing a finite element model of the curved roof structure; S2, lifting the curved roof structure to separate from a cradle, determining the displacement distance L1 of the highest point of the curved roof structure, and adjusting the displacement distance of each lifting hanging point to be equal to the displacement distance L1 of the highest point so as to level each lifting hanging point; S3, establishing displacement equivalent lifting points of each lifting hanging point in the lifting position; and S4, determining the control method of each lifting position. The application can more truly consider the case that multiple lifting hanging points exist in the same lifting position in a special curved roof structure, further improve the safety of different-step lifting control, further avoid repeated hovering, and improve construction efficiency.

Description

Technical Field

[0001] This application relates to the field of roof lifting technology, and in particular to a method for controlling asynchronous lifting of curved roof structures with triangular lifting frames. Background Technology

[0002] Currently, large-span curved roof structures are commonly used in buildings such as platforms and factories. These curved roof structures are often assembled on the ground and then lifted as a whole during construction. Theoretically, since the curved roof structure is a single unit, all lifting points should be lifted synchronously during the lifting process. However, the actual lifting of a curved roof structure is a dynamic process. Asynchronous lifting may occur due to factors such as different hydraulic cylinder flow rates at each lifting point, varying degrees of slack in the steel strands, and insufficient anchor tightness. This could lead to over-lifting or unloading at some lifting points, causing a redistribution of internal forces within the structure. This could result in stresses in structural components exceeding their elastic limits, or even localized structural instability. Therefore, asynchronous lifting analysis and control are necessary.

[0003] In its earlier application, CN202211709407.2, the applicant proposed a method for controlling asynchronous lifting of large-span steel structures. This method analyzes the sensitivity of each lifting point to asynchronous lifting from a local to a global perspective, thereby determining the overlift coefficient of each lifting point and the limit value of vertical deformation difference between adjacent lifting points. However, the scheme provided in this earlier application is a generalized scheme, only considering the case where there is only one lifting point at each lifting location. It does not consider the case where multiple lifting points exist at a single lifting location due to the special structure of the roof. Therefore, in the case of multiple lifting points at a single lifting location, an optimal lifting control scheme cannot be obtained. Summary of the Invention

[0004] Therefore, it is necessary to provide a method for asynchronous lifting control of curved roof structures with triangular lifting frames, the specific scheme of which is as follows.

[0005] A method for controlling asynchronous lifting of a curved roof structure with a triangular lifting frame, characterized in that the curved roof structure has multiple lifting points, each lifting point is equipped with a column-top lifting frame or a triangular lifting frame, the lifting point with the column-top lifting frame has two lifting points, and the lifting point with the triangular lifting frame has three lifting points arranged in a triangular shape; the asynchronous lifting control method includes:

[0006] S1. Establish a finite element model of the curved roof structure;

[0007] S2. Lift the curved roof structure to above ground, determine the displacement distance L1 of the highest point of the curved roof structure, and adjust the displacement distance of each lifting point to be equal to the displacement distance L1 of the highest point, thereby leveling each lifting point;

[0008] S3. Establish the displacement equivalent lifting points for each lifting point inside the lifting section;

[0009] S4. Determine the control method for each lifting point, where determining the control method for a specific lifting point includes:

[0010] S41. Adjust the vertical constraint stiffness of the lifting point and the adjacent lifting point until the maximum stress ratio of each member reaches the first threshold, and the maximum relative displacement between the lifting point and the adjacent lifting point does not exceed the second threshold.

[0011] S42. Calculate the current overlift coefficient at this elevation point;

[0012] S43. If the current overlift coefficient at the lifting point exceeds the third threshold, then during the actual lifting process, the actual overlift coefficient at the lifting point shall not exceed its current overlift coefficient.

[0013] S44. If the current overlift coefficient at this point does not exceed the third threshold, then:

[0014] ① Calculate the maximum displacement limit L2 between the lifting point and adjacent lifting points and other lifting points;

[0015] ② Calculate the maximum displacement limit L3 between this lifting point and the adjacent lifting point;

[0016] ③ In the actual lifting process, the actual overlift coefficient at the lifting point is less than the third threshold, the maximum relative displacement between the lifting point and adjacent lifting points and other lifting points does not exceed L2, and the maximum relative displacement between the lifting point and adjacent lifting points does not exceed L3.

[0017] Furthermore, the process of calculating the maximum displacement limit L2 at the lifting point and between the adjacent lifting points and other lifting points in step S44 includes:

[0018] Adjust the vertical stiffness constraints at the lifting point and the adjacent lifting points, and make the relative displacement difference between the lifting point and the adjacent lifting points zero;

[0019] If the maximum stress ratio of the member reaches the first threshold, then calculate the difference L5 between the displacement distance L4 at the lifting point and the displacement distance L1 at the highest point, and use the difference L5 as the maximum displacement limit L2.

[0020] If the vertical stiffness at a certain lifting point is zero and the maximum stress ratio of the member still cannot reach the first threshold, then calculate the difference L7 between the displacement distance L6 at that lifting point and the displacement distance L1 at the highest point, and use the difference L7 as the maximum displacement limit L2.

[0021] Furthermore, the process of calculating the maximum displacement limit L3 between the lifting point and the adjacent lifting point in step S44 includes:

[0022] Based on the leveling of each lifting point in step S2, the vertical stiffness of the lifting point is increased, the vertical stiffness of the adjacent lifting points is decreased, and the relative displacement difference between each adjacent lifting point is zero until the maximum stress ratio of the member reaches the first threshold. The relative displacement difference L8 between the lifting point and the adjacent lifting point is calculated at this time, and the relative displacement difference L8 is taken as the maximum displacement limit L3.

[0023] Furthermore, the triangular lifting frame includes a vertical support and a horizontal support; the horizontal support includes a horizontal bar and a vertical bar; the horizontal bar is connected to the vertical support and both ends of the horizontal bar extend outward from the vertical support; the vertical bar is connected to the vertical support, and one end of the vertical bar is connected to the midpoint of the horizontal bar, and the other end extends outward from the vertical support, so that the extended ends of the horizontal bar and the vertical bar form an equilateral triangle; the curved roof structure is connected to three sets of temporary reinforcing structures at each lifting point, and the temporary reinforcing structure includes multiple temporary reinforcing rods, one end of the temporary reinforcing rods in the same group is connected to a point, which is located directly below the extended end of the horizontal bar or the vertical bar and serves as the lifting point, and the other end is connected to the curved roof structure.

[0024] Furthermore, in step S3, when establishing the equivalent lifting points for the displacement of each lifting point inside the lifting section:

[0025] Within the lifting point where the triangular lifting frame is located, the midpoint of the line connecting the lifting points corresponding to the lower ends of the crossbar is taken as the displacement equivalent lifting point of that lifting point;

[0026] Within the lifting point where the three-column lifting frame is located, the midpoint of the line connecting the two lifting points at that lifting point is taken as the equivalent lifting point for displacement at that lifting point.

[0027] Furthermore, a tree-shaped support column is provided at the lifting position corresponding to the triangular lifting frame as the lower support of the curved roof structure. The tree-shaped support column includes a vertical structural column and three branch columns connected to the top of the vertical structural column. The branch columns are connected to the curved roof structure.

[0028] Furthermore, in step S43, during the actual lifting process, a displacement sensor is arranged at the lifting point to control the maximum displacement difference between the lifting point and other lifting points to not exceed the maximum displacement limit L9, where the maximum displacement limit L9 is less than and less than L2 and L3.

[0029] Furthermore, it also includes methods for determining the control of lifting points within each lifting section, wherein the control method for a specific lifting point within a specific lifting section includes:

[0030] S45. Adjust the vertical constraint stiffness of all lifting points in the lifting area until the maximum stress ratio of each member reaches the first threshold, and the maximum relative displacement between the lifting point to be determined and other lifting points in the lifting area does not exceed the second threshold.

[0031] S46. Calculate the current overlift coefficient of the lifting point to be determined;

[0032] S47. If the current overlift coefficient of the lifting point to be determined exceeds the third threshold, then during the actual lifting process, the actual overlift coefficient of the lifting point to be determined shall not exceed its current overlift coefficient.

[0033] S48. If the current overlift coefficient of the lifting point to be determined does not exceed the third threshold, then continue to adjust the vertical constraint stiffness of all lifting points within the lifting location until the current overlift coefficient of the lifting point to be determined reaches the third threshold, and calculate the minimum relative displacement L between the lifting point to be determined and other lifting points within the lifting location. 10 During the actual lifting process, the actual overlift coefficient of the lifting point to be determined should not exceed the third threshold, and the maximum relative displacement of the lifting point to be determined to other lifting points within the lifting location should not exceed L. 10 .

[0034] Furthermore, establishing the finite element model of the curved roof structure in step S1 includes:

[0035] S11. Establish a curved roof structure model;

[0036] S12. Apply elastic constraints below each lifting point to completely constrain vertical deformation;

[0037] S13. Apply elastic stiffness K to the sides of each lifting point. X =K Y = 1 kN / mm, where K X Let K be the elastic stiffness in the X direction. Y Let be the elastic stiffness in the Y direction;

[0038] S14. Apply vertical support reaction forces at each lifting point under a load of 1.0 times the self-weight of the curved roof structure.

[0039] Furthermore, the first threshold is 0.9; the second threshold is 1 / 250 of the span between adjacent lifts; and the third threshold is 1.2.

[0040] Beneficial effects: The asynchronous lifting control method for a curved roof structure with a triangular lifting frame provided by the present invention can more realistically consider the situation in special curved roof structures where there are multiple lifting points at the same lifting location, further improve the safety of asynchronous lifting control, further avoid repeated suspension, and improve construction efficiency. Attached Figure Description

[0041] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0042] Figure 1 A flowchart for the asynchronous boost control method;

[0043] Figure 2 This is a schematic diagram showing the arrangement of various lifting points and hoisting points on the curved roof structure.

[0044] Figure 3 This is one of the schematic diagrams showing the lifting and mating structure between the triangular lifting frame and the roof;

[0045] Figure 4 This is the second schematic diagram of the lifting and mating structure between the triangular lifting frame and the roof;

[0046] Figure 5 This is a schematic diagram showing the displacement after adjusting the lifting point 4-3 and the adjacent lifting points;

[0047] Figure 6 One of the displacement diagrams after increasing the stiffness of the lifting section 4-3 and reducing the stiffness of adjacent lifting sections;

[0048] Figure 7 The second schematic diagram shows the displacement after increasing the stiffness of the lifting section 4-3 and reducing the stiffness of the adjacent lifting sections.

[0049] Explanation of reference numerals in the attached diagrams: 1. Curved roof structure; 2. Triangular lifting frame; 3. Tree-shaped support column;

[0050] 21. Horizontal bar; 22. Vertical bar; 23. Vertical support;

[0051] 31. Vertical structural column; 32. Bifurcated column. Detailed Implementation

[0052] To make the above-mentioned objectives, features, and advantages of this application more apparent and understandable, the specific embodiments of this application are described in detail below with reference to the accompanying drawings. Many specific details are set forth in the following description to provide a thorough understanding of this application. However, this application can be implemented in many other ways different from those described herein, and those skilled in the art can make similar modifications without departing from the spirit of this application. Therefore, this application is not limited to the specific embodiments disclosed below.

[0053] In the description of this application, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc., indicating the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, are only for the convenience of describing this application 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, and therefore should not be construed as a limitation of this application.

[0054] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this application, "multiple" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0055] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "joining," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise expressly limited. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0056] In this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0057] It should be noted that when an element is referred to as being "fixed to" or "set on" another element, it can be directly on the other element or there may be an intervening element. When an element is considered to be "connected to" another element, it can be directly connected to the other element or there may be an intervening element. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and similar expressions used herein are for illustrative purposes only and do not represent the only possible implementation.

[0058] Example

[0059] Reference Figure 2 As shown, this embodiment uses the lifting control of a curved roof structure of a station building as an example. Multiple lifting points are arranged on the curved roof structure 1. Due to the special characteristics of the curved roof structure 1, four triangular lifting frames 2 are arranged at the four middle lifting points, namely 2-2, 2-3, 4-2, and 4-3. Each of these four lifting points includes three lifting points arranged in a triangular shape; for example, lifting point 2-2 includes lifting points 2-2A, 2-2B, and 2-2C. Other lifting points are each equipped with column-top lifting frames, and these lifting points each include two lifting points; for example, lifting point 1-1 includes lifting points 1-1A and 1-1B.

[0060] Reference Figure 1 As shown in the figure, the asynchronous lifting control method for a curved roof structure with a triangular lifting frame provided in this embodiment includes the following steps:

[0061] S1. Establish a finite element model of the curved roof structure;

[0062] Specifically, in step S1, the finite element software Midas Gen can be used to build the model. The specific model building process includes:

[0063] S11. Establish a curved roof structure model, considering only the lifted structure model;

[0064] S12. Apply elastic constraints below each lifting point to completely constrain vertical deformation;

[0065] S13. Apply elastic stiffness K to the sides of each lifting point. X =K Y = 1 kN / mm, where K X Let K be the elastic stiffness in the X direction. Y The value is the elastic stiffness in the Y direction. To prevent the structure from undergoing large lateral deformation, this value cannot be too small. However, to avoid affecting the subsequent calculation process, this value cannot be too large. Therefore, 1 KN / mm is selected in this embodiment.

[0066] S14. Apply vertical support reaction forces at each lifting point under a load of 1.0 times the self-weight of the curved roof structure; to prevent singularities in the calculation, only the self-weight of the lifted structure is considered.

[0067] In this embodiment, the lifting reaction force is relatively large at the lifting point where the triangular lifting frame 2 is located, and there are three lifting points, resulting in an uneven distribution of lifting reaction forces among the three lifting points and significant mutual influence. For example, the synchronous lifting forces at points 2-2A, 2-2B, and 2-2C are 259.6, 926.6, and 1275.3 kN, respectively. Therefore, in this embodiment, it is necessary to consider both the mutual influence between the three lifting points within the same lifting point and the mutual influence between different lifting points.

[0068] S2. Lift the curved roof structure to ground level, determine the displacement distance L1 of the highest point of the curved roof structure, and adjust the displacement distance of each lifting point to be equal to the displacement distance L1 of the highest point. In this embodiment, the displacement distance L1 of the highest point is 58mm. When the curved roof is lifted to the point where it just leaves the support frame, the vertical displacement of each lifting point is not the same. Therefore, in actual construction, the lifting points are generally leveled after the curved roof structure is lifted to 1m above ground level. In actual construction, the length of the steel strand is adjusted to make the vertical displacement of each lifting point the same as the displacement distance L1 of the highest point. In the finite element model, a vertical constraint stiffness K is applied to each lifting point. Z =EA / l=kF Zi E / f ptk l is achieved, where E is the elastic modulus of the steel strand, E = 195000 MPa, A is the area of ​​the steel strand, l is the length of the steel strand, k is the safety factor of the steel strand, and F is the area of ​​the steel strand. zi The synchronous lifting force at the lifting point under a load of 1.0 times the self-weight of the curved roof structure is given by fptk, where fptk is the standard value of the tensile strength of the steel strand, fptk = 1860 MPa. The lifting reaction force at each lifting point at this point is taken as the synchronous lifting force of that lifting point, and the sum of the lifting reaction forces at all lifting points within the same lifting location is taken as the synchronous lifting force at that lifting location.

[0069] S3. Establish the displacement equivalent lifting points for each lifting point inside the lifting section;

[0070] Specifically, since the curved roof structure 1 has two flat ring-shaped beams inside, tree-shaped support columns need to be set at both ends of the greatest curvature to serve as the lower support for the curved roof structure 1. The tree-shaped support column includes a vertical structural column and three branch columns 32 connected to the top of the vertical structural column 31. The branch columns 32 are connected to the curved roof structure 1. Because the roof is connected to the branch columns 32, the roof forms a cantilever structure at this location, resulting in a large reaction force at this position. Therefore, triangular lifting frames 2 are set at this position for lifting.

[0071] Continue to refer to Figure 3 As shown, the triangular lifting frame 2 includes a vertical support 23 and a horizontal support; the horizontal support includes a horizontal bar 21 and a vertical bar 22; the horizontal bar 21 is connected to the vertical support 23 and both ends of the horizontal bar 21 extend outward from the vertical support 23 respectively; the vertical bar 22 is connected to the vertical support 23, and one end of the vertical bar 22 is connected to the midpoint of the horizontal bar 21, and the other end extends outward from the vertical support 23, so that the extended ends of the horizontal bar 21 and the vertical bar 22 form an equilateral triangle; the curved roof structure 1 is connected to three sets of temporary reinforcing structures at each lifting point. The temporary reinforcing structure includes multiple temporary reinforcing rods. One end of the temporary reinforcing rods in the same group is connected to a point, which is located directly below the extended end of the horizontal bar 21 or the vertical bar 22 and serves as the lifting point. The other end is connected to the curved roof structure 1.

[0072] Therefore, when establishing the displacement equivalent lifting points of each lifting point inside the lifting section in step S3:

[0073] Within the lifting point where the triangular lifting frame 2 is located, the midpoint of the line connecting the lifting points corresponding to the lower ends of the horizontal bar 21 is taken as the displacement equivalent lifting point of the lifting point; among them, the midpoint of the line connecting the lifting points corresponding to the lower ends of the horizontal bar 21 is easier to determine and can balance the bending moment of the two points with large force, and it is more representative.

[0074] Within the lifting point where the three-column lifting frame is located, the midpoint of the line connecting the two lifting points at that lifting point is taken as the equivalent lifting point for displacement at that lifting point.

[0075] S4. Determine the control method for each lifting point, where determining the control method for a specific lifting point includes:

[0076] S41. Adjust the vertical constraint stiffness of the lifting point and the adjacent lifting point until the maximum stress ratio of each member reaches the first threshold, and the maximum relative displacement between the lifting point and the adjacent lifting point does not exceed the second threshold; the first threshold can be 0.9, and the second threshold is 1 / 250 of the span of the adjacent lifting point.

[0077] S42. Calculate the current overlift coefficient at this lifting point; the overlift coefficient is the ratio of asynchronous lifting force to synchronous lifting force.

[0078] S43. If the current overlift coefficient at the lifting point exceeds the third threshold, then during the actual lifting process, the actual overlift coefficient at the lifting point shall not exceed its current overlift coefficient.

[0079] In this embodiment, taking lifting point 1-2 as an example, by adjusting the vertical stiffness of adjacent lifting points 1-1, 1-3, and 2-2, when the stress ratio of the structural members reaches 0.9, the overlift deformation between adjacent lifting points is less than 1 / 250 of the span, and the actual overlift coefficient of lifting point 1-2 is determined to be 1.35. During the actual lifting process, when the overlift coefficient of lifting point 1-2 reaches 1.35, the roof is suspended, adjusted, and then lifted again.

[0080] S44. If the current overlift coefficient at this point does not exceed the third threshold, then:

[0081] ① Calculate the maximum displacement limit L2 between the lifting point and adjacent lifting points and other lifting points;

[0082] ② Calculate the maximum displacement limit L3 between this lifting point and the adjacent lifting point;

[0083] ③ In the actual lifting process, the actual overlift coefficient at the lifting point is less than the third threshold, the maximum relative displacement between the lifting point and the adjacent lifting points and the remaining lifting points does not exceed L3, and the maximum relative displacement between the lifting point and the adjacent lifting points does not exceed L4.

[0084] Specifically, step S44 involves calculating the maximum displacement limit L2 between the lift point and adjacent lift points and other lift points, including:

[0085] Adjust the vertical stiffness of the lifting point and the adjacent lifting points, and make the relative displacement difference between the lifting point and the adjacent lifting points zero;

[0086] If the maximum stress ratio of the member reaches the first threshold, then calculate the difference L5 between the displacement distance L4 at the lifting point and the displacement distance L1 at the highest point, and use the difference L5 as the maximum displacement limit L2.

[0087] If the vertical stiffness at a certain lifting point is zero and the maximum stress ratio of the member still cannot reach the first threshold, then calculate the difference L7 between the displacement distance L6 at that lifting point and the displacement distance L1 at the highest point, and use the difference L7 as the maximum displacement limit L2.

[0088] Taking lifting point 4-3 as an example, simultaneously adjust the vertical stiffness constraints of lifting point 4-3, as well as the adjacent lifting points 2-3, 4-2, and 4-4, ensuring that the relative displacement difference between the four lifting points is zero. (Refer to...) Figure 5 As shown, during the adjustment process, it was found that when the displacement at each lifting point was -133mm, the vertical stiffness constraint at lifting point 4-4 had been reduced to zero, and the maximum stress ratio of the member was 0.88. In this embodiment, the displacement distance L1 of the highest point of the structure during leveling was 58mm, therefore the difference L7 was 75mm.

[0089] Specifically, the process of calculating the maximum displacement limit L3 between the lifting point and the adjacent lifting point in step S44 includes:

[0090] Based on the leveling of each lifting point in step S2, the vertical stiffness of the lifting point is increased, the vertical stiffness of the adjacent lifting points is decreased, and the relative displacement difference between each adjacent lifting point is zero until the maximum stress ratio of the member reaches the first threshold. The relative displacement difference L8 between the lifting point and the adjacent lifting point is calculated at this time, and the relative displacement difference L8 is taken as the maximum displacement limit L3.

[0091] Calculation results show that the displacement difference reaches its minimum when one point is overlifted and the other three points are lowered. This is because when there is an overlift at 4-3 points, the stress in the member is more evenly distributed, making overlift less likely, and a larger displacement difference is required for the stress ratio to reach the limit.

[0092] Reference Figure 6 and 7 As shown, taking the lifting point 4-3 as an example, the vertical stiffness constraint of the lifting point 4-3 is increased, while the vertical stiffness constraint of the adjacent lifting points 2-3, 4-2, and 4-4 is decreased, until the maximum stress ratio of the members reaches 0.9, and the relative displacement difference L8 between the lifting point 4-3 and the adjacent lifting points is always 59mm.

[0093] Therefore, during the actual lifting process, it is necessary to control the actual overlift coefficient of lifting point 4-3 to not exceed 1.2, and to ensure that the maximum relative displacement between lifting point 4-3, adjacent lifting points 2-3, 4-2, 4-4 and other lifting points does not exceed 75mm, and the maximum relative displacement between lifting point 4-3 and adjacent lifting points 2-3, 4-2, 4-4 does not exceed 59mm. If any of these conditions are exceeded, the system will be suspended.

[0094] Specifically, to facilitate control of the lifting process during actual construction, displacement sensors are installed at the lifting points to ensure that the maximum displacement difference between this lifting point and other lifting points does not exceed the maximum displacement limit L5. The maximum displacement limit L9 is less than and less than L2 and L3. That is, the maximum rotation limit is 50mm, ensuring that the maximum relative displacement between lifting point 4-3 and other lifting points during the lifting process does not exceed 50mm.

[0095] Specifically, it also includes considering the relationship between the lifting points within each lifting point. That is, this embodiment also includes a control method for determining the lifting points within each lifting point, wherein the control method for a certain lifting point within a certain lifting point includes:

[0096] S45. Adjust the vertical constraint stiffness of all lifting points in the lifting area until the maximum stress ratio of each member reaches the first threshold, and the maximum relative displacement between the lifting point to be determined and other lifting points in the lifting area does not exceed the second threshold.

[0097] S46. Calculate the current overlift coefficient of the lifting point to be determined;

[0098] S47. If the current overlift coefficient of the lifting point to be determined exceeds the third threshold, then during the actual lifting process, the actual overlift coefficient of the lifting point to be determined shall not exceed its current overlift coefficient.

[0099] Taking lifting point 2-2 as an example, with lifting point 2-2A as the lifting point to be determined, only the influence of lifting points 2-2B and 2-2C at the same lifting point needs to be considered. When the maximum stress ratio of the member is adjusted to 0.9 and the relative displacement does not exceed 1 / 250 of the span, the overlift coefficient is 1.25. Therefore, in the actual lifting process, when the actual overlift coefficient reaches 1.25, the roof is suspended.

[0100] S48. If the current overlift coefficient of the lifting point to be determined does not exceed the third threshold, then continue to adjust the vertical constraint stiffness of all lifting points within the lifting location until the current overlift coefficient of the lifting point to be determined reaches the third threshold, and calculate the minimum relative displacement L between the lifting point to be determined and other lifting points within the lifting location. 10 During the actual lifting process, the actual overlift coefficient of the lifting point to be determined should not exceed the third threshold, and the maximum relative displacement of the lifting point to be determined to other lifting points within the lifting location should not exceed L. 10 .

[0101] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0102] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this patent application should be determined by the appended claims.

Claims

1. A method for controlling the differential motion of a curved roof structure with a gable-shaped lifting frame, characterized in that The curved roof structure is arranged with multiple lifting positions, each of which is provided with a column top lifting frame or a triangular lifting frame, the lifting position where the column top lifting frame is arranged is provided with two lifting hoisting points, and the lifting position where the triangular lifting frame is arranged is provided with three lifting hoisting points arranged in a triangular shape; the asynchronous lifting control method comprises the following steps: S1, establishing a finite element model of the curved roof structure; S2, lifting the curved roof structure to separate from the mold, determining the displacement distance L1 of the highest point of the curved roof structure, and adjusting the displacement distance of each lifting hoisting point to be equal to the displacement distance L1 of the highest point to thereby level each lifting hoisting point; S3, establishing displacement equivalent lifting points of each lifting hoisting point inside the lifting position; S4, determining the control method of each lifting position respectively, wherein the control method of a certain lifting position comprises the following steps: S41, adjusting the vertical constraint stiffness of the lifting position and adjacent lifting positions until the maximum stress ratio of each rod reaches the first threshold value, and the maximum relative displacement between the lifting position and the adjacent lifting positions does not exceed the second threshold value; S42, calculating the current over-lifting coefficient of the lifting position; S43, if the current over-lifting coefficient of the lifting position exceeds the third threshold value; in the actual lifting process, the actual over-lifting coefficient of the lifting position is not allowed to exceed the current over-lifting coefficient; S44, if the current over-lifting coefficient of the lifting position does not exceed the third threshold value, then: ①calculating the maximum displacement limit L2 between the lifting position and the adjacent lifting positions and other lifting positions; ②calculating the maximum displacement limit L3 between the lifting position and the adjacent lifting positions; ③in the actual lifting process, the actual over-lifting coefficient of the lifting position is less than the third threshold value, the maximum relative displacement between the lifting position and the adjacent lifting positions and other lifting positions does not exceed L2, and the maximum relative displacement between the lifting position and the adjacent lifting positions does not exceed L3; The process of calculating the maximum displacement limit L2 between the lifting position and the adjacent lifting positions and other lifting positions in step S44 comprises the following steps: adjusting the vertical stiffness constraint of the lifting position and the adjacent lifting positions, and making the relative displacement difference between the lifting position and the adjacent lifting positions be 0; if the maximum stress ratio of the rod reaches the first threshold value, then calculating the difference L5 between the displacement distance L4 of the lifting position at this time and the displacement distance L1 of the highest point, and taking the difference L5 as the maximum displacement limit L2; if the vertical stiffness of a certain lifting position is zero, and the maximum stress ratio of the rod still cannot reach the first threshold value, then calculating the difference L7 between the displacement distance L6 of the lifting position at this time and the displacement distance L1 of the highest point, and taking the difference L7 as the maximum displacement limit L2; The process of calculating the maximum displacement limit L3 between the lifting position and the adjacent lifting positions in step S44 comprises the following steps: on the basis of leveling each lifting hoisting point in step S2, increasing the vertical stiffness of the lifting position, decreasing the vertical stiffness of the adjacent lifting positions, and making the relative displacement difference between each adjacent lifting position be zero until the maximum stress ratio of the rod reaches the first threshold value; calculating the relative displacement difference L8 between the lifting position and the adjacent lifting positions at this time, and taking the relative displacement difference L8 as the maximum displacement limit L3.

2. The method of controlling the differential phase lifting of a curved roof structure with triangular lifting frames according to claim 1, characterized in that, The triangular lifting frame comprises a vertical support and a horizontal support; the horizontal support comprises a horizontal rod and a vertical rod; the horizontal rod is connected with the vertical support and the two ends of the horizontal rod respectively extend outwardly from the vertical support; the vertical rod is connected with the vertical support and one end of the vertical rod is connected with the midpoint of the horizontal rod and the other end of the vertical rod extends outwardly from the vertical support, so that the extending ends of the horizontal rod and the vertical rod form a right triangle; the curved roof structure is connected with three groups of temporary reinforcing structures at each lifting position respectively, the temporary reinforcing structure comprises a plurality of temporary reinforcing rods, one end of the temporary reinforcing rods in the same group is connected with each other at a point which is located directly below the extending end of the horizontal rod or the vertical rod and serves as a lifting hoisting point, and the other end of the temporary reinforcing rods is connected with the curved roof structure.

3. A method of controlling the differential phase lifting of a curved roof structure with triangular lifting frames according to claim 2, characterized in that, In step S3, the displacement equivalent lifting point of each lifting hoisting point in the lifting position is established: In the lifting position of the triangular lifting frame, the midpoint of the line connecting the lifting hoisting points corresponding to the two ends of the horizontal rod below is taken as the displacement equivalent lifting point of the lifting position; In the lifting position of the three-column top lifting frame, the midpoint of the line connecting the two lifting hoisting points is taken as the displacement equivalent lifting point of the lifting position.

4. The method of controlling the differential phase lifting of a curved roof structure with triangular lifting frames according to claim 3, characterized in that, A tree-shaped support column is arranged at the position of the lifting position corresponding to the triangular lifting frame as the lower support of the curved roof structure, the tree-shaped support column comprises a vertical structure column and three branch columns connected to the top of the vertical structure column, and the branch columns are connected with the curved roof structure.

5. The method of controlling the differential phase lifting of a curved roof structure with triangular lifting frames according to claim 1, wherein, In step S43, in the actual lifting process, a displacement sensor is arranged in the lifting position, and the maximum displacement difference between the lifting position and other lifting positions is controlled to be not more than a maximum displacement limit value L9, and the maximum displacement limit value L9 is smaller than L2 and L3.

6. A method of controlling the differential phase lifting of a curved roof structure with triangular lifting frames according to claim 1, characterized in that, The control method of each lifting hoisting point in each lifting position is also determined, wherein the control method of a lifting hoisting point in a certain lifting position comprises: S45, adjusting the vertical constraint stiffness of all lifting hoisting points in the lifting position until the maximum stress ratio of each rod reaches a first threshold value, and the maximum relative displacement between the to-be-determined lifting hoisting point and other lifting hoisting points in the lifting position is not more than a second threshold value; S46, calculating the current over-lifting coefficient of the to-be-determined lifting hoisting point; S47, if the current over-lifting coefficient of the to-be-determined lifting hoisting point exceeds a third threshold value, then in the actual lifting process, the actual over-lifting coefficient of the to-be-determined lifting hoisting point is controlled to be not more than the current over-lifting coefficient thereof. S48, if the current over-lifting coefficient of the lifting point to be determined does not exceed the third threshold value; continue to adjust the vertical constraint stiffness of all lifting points in the lifting location until the current over-lifting coefficient of the lifting point to be determined reaches the third threshold value, and calculate the minimum relative displacement L between the lifting point to be determined and other lifting points in the lifting location 10 ; in the actual lifting process, the actual over-lifting coefficient of the lifting point to be determined does not exceed the third threshold value, and the maximum relative displacement between the lifting point to be determined and other lifting points in the lifting location does not exceed L 10 .

7. A method of controlling the differential phase lifting of a curved roof structure with triangular lifting frames according to any one of claims 1 to 6, characterized in that, In step S1, the finite element model of the curved roof structure is established, comprising: S11, establishing a model of the curved roof structure; S12, respectively applying elastic constraints below each lifting hoisting point to completely constrain the vertical deformation; S13, apply elastic stiffness K to the side of each lifting point X = K Y = 1 KN / mm, where K X is the elastic stiffness in the X direction, K Y is the elastic stiffness in the Y direction; S14, applying the vertical support reaction force of the curved roof structure under 1.0 times the dead load at each lifting hoisting point.

8. A method of controlling the differential phase lifting of a curved roof structure with triangular lifting frames according to any one of claims 1 to 6, characterized in that, The first threshold value is 0.9, the second threshold value is 1 / 250 of the span between adjacent lifting positions, and the third threshold value is 1.2.

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