Super high-rise building steel structure outer frame welding sequence analysis optimization method and system

Abstract

The application provides a super-high building steel structure outer frame welding sequence analysis optimization method and system, which comprises the following steps: taking H-shaped steel as a welding object, adopting an equivalent indirect action method to perform finite element analysis, equivalently taking the shrinkage of each weld as the deformation of a component in a preset geometric range caused by temperature drop, obtaining the deformation amount by a local thermal elastic-plastic method and calculating the equivalent temperature amount of each component, and applying the equivalent temperature amount to the whole structure to predict the welding shrinkage deformation; welding analysis is performed on a single-layer single-span steel frame, the influence of the sequence of two welding sections on the transverse residual deformation is analyzed, a single-sided frame is constructed, the strain around the weld is monitored in real time, and the predicted value is corrected; welding sequence analysis of the whole frame is performed, the deformation amount of each scheme is analyzed according to the welding scheme of different welding sequences, and the optimal scheme is selected. The cumulative deformation caused by the traditional sequence is avoided, and the overall stability of the structure is improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of welding process, in particular to a method and system for analyzing and optimizing welding sequence of outer frame of super high-rise building steel structure. BACKGROUND

[0002] Welding is a complex process. During the welding heating process, the metal around the weld is heated sharply, the temperature rises suddenly and melts, changes from solid phase to liquid phase, and expands under the heat. With the increase of the distance from the welding heat source, the temperature of the component metal decreases, the temperature gradient becomes slow, the constraint on the thermal expansion area is formed, and the high-temperature area is in a compressed state. After welding, the metal cools down at different speeds, and the parts that cool down later are constrained by the parts that cool down earlier, thus forming welding internal stress. Welding residual stress and residual deformation seriously affect the welding quality and mechanical properties of the structure. There are many methods to control welding deformation and residual stress. Among them, the welding sequence has a great influence on the distribution of residual deformation and residual stress, and this method is simple and easy to implement, and relatively economical. Therefore, the method of optimizing the welding sequence can be used to effectively control the welding residual deformation and residual stress.

[0003] The welding construction of super high-rise steel structure often adopts sequential welding, that is, welding the single-sided single-layer beams and columns in sequence in the forward or reverse direction, and finally closing. However, the welding residual deformation caused by this welding sequence is often too large, especially for the structure of inclined column dense beam. Therefore, there is an urgent need to study a new welding sequence to control the residual deformation of the inclined dense column frame after welding.

[0004] The optimization research of welding sequence takes a plot project 3# building as an example: the building height is 344 m, the structure height is 325.7 m. The total building area is 370888.86 m2, the aboveground area is 280959.99 m2, the underground area is 89928.87 m2, and the total steel consumption is about 2.3 W tons. In order to achieve the ideal building effect, in addition to the bottom 1-8 layers being straight columns, the outer frame columns of the remaining layers are all inclined dense column frames, and the angle of the inclined columns on the four sides is 1.8°.

[0005] The structure characteristics of the project 3# building are as follows: the outer frame columns are edge columns, and the edge columns are dense. The edge columns have an angle offset clockwise with the floor change of the outer frame columns.

[0006] For the welding sequence research of this inclined dense column, there are the following difficulties and shortcomings:

[0007] The current research on welding sequence mainly focuses on single component. In 2005, Cui Xiaofang et al. established a finite element model of box structure side beam, compared and analyzed 6 different welding sequence schemes, obtained some rules of welding sequence on welding deformation, and the results showed that the welding sequence from left to right for internal weld can reduce the upward deflection deformation by 10.4%, and the welding sequence from left to right or from middle to both sides for main weld can reduce the deflection deformation by 6.8% compared with the welding sequence from right to left. In 2009, Yan Dejun, Liu Xuesong and Zhou Guangtao et al. used nonlinear finite element method to numerically simulate and calculate the welding sequence of a large structure bottom plate, and qualitatively compared the numerical size of the bottom plate deflection deformation under different welding sequences. The results showed that the deflection deformation of the method of welding the bottom plate first is smaller than that of welding the rib plate first; the simultaneous welding of both sides of the rib plate will not produce torsional deformation; the deflection deformation of the welded structure is closely related to the neutral axis of the structure. In 2010, Gannon et al. used the numerical simulation method of finite element modeling to study the influence of welding sequence on the residual stress and deformation distribution when the stiffener and the steel plate are welded, and gave some appropriate conclusions and suggestions about the welding sequence.

[0008] It can be seen that the current research on welding sequence of full frame system mainly uses experience as the basis without theoretical basis. SUMMARY

[0009] The purpose of the present application is to solve at least one of the technical defects.

[0010] To this end, one object of the present application is to provide a super high-rise building steel structure outer frame welding sequence analysis optimization method and system, which adopts the combination of finite element simulation and actual measurement, obtains the optimal welding sequence according to the deformation and welding efficiency parameters of each welding scheme corresponding to different welding sequences.

[0011] In order to achieve the above-mentioned purpose, the embodiment of one aspect of the present application provides a super high-rise building steel structure outer frame welding sequence analysis optimization method, which comprises the following steps:

[0012] S1, taking H-shaped steel as the welding object, using equivalent indirect action method for finite element analysis, equivalent shrinkage of each weld to deformation of the component in the preset geometric range due to temperature drop, obtaining deformation by local thermal elastic-plastic method and calculating equivalent temperature of each part, and applying to the whole structure to predict welding shrinkage deformation;

[0013] S2, using single-layer single-span steel frame for welding analysis, analyzing the influence of the sequence of two welding sections on transverse residual deformation;

[0014] S3, constructing a single-sided frame, combining a vibrating wire surface strain gauge and a multifunctional acquisition unit to monitor the strain around the weld seam in real time and correct the predicted welding shrinkage deformation;

[0015] S4, welding sequence analysis of the overall frame, analyzing the deformation of each scheme according to the preset welding scheme of different welding sequences, and selecting the optimal scheme by comparing the maximum deformation and welding efficiency.

[0016] Further preferably, in S2, a single-layer single-span steel frame composed of two H-section columns with an inclination angle of 1.8° and horizontal beams is selected, the column adopts an H600-600-20-25 section, and the beam adopts an H1000-400-15-30 section, and the influence of the sequence of the two welding sections on the transverse residual deformation is analyzed.

[0017] Further preferably, in S2, a 1m bracket is provided at the top end of the column of the single-layer single-span steel frame, and the beam and the bracket are butt-jointed at a 45° bevel with a 4mm spacing in the middle.

[0018] Further preferably, in S3, a single-sided frame composed of 10 columns and 27 beams is constructed, and a vibrating wire surface strain gauge and a multifunctional acquisition unit are used to monitor the strain around the weld seam in real time, and the measuring points are set at 1 / 3 and 2 / 3 of the upper flange, lower flange and web at a distance of 20cm from the weld seam.

[0019] Further preferably, in S3, the single-sided frame extends 1m at a distance of 2.7m, 7.1m and 11.5m from the bottom end; the beam adopts an H-type section of H1000-400-15-30 with a length of 2.2m; the bracket of the column and the beam adopt butt-joint welding, one side of the bracket is flat, one side of the beam is beveled at an angle of 45°, and there is a 4mm spacing in the middle.

[0020] Further preferably, in S2, the preset welding scheme of different welding sequences at least includes:

[0021] Welding scheme 1 divides each side of the structure into 2 groups, each group adopts a welding sequence from the middle to the ends, so that the structure finally closes at the corner column;

[0022] Welding scheme 2 also divides each side of the structure into 2 groups, each group adopts a welding sequence from the ends to the middle, so that the structure finally closes at the middle;

[0023] Welding scheme 3 divides each side of the structure into 4 groups, each group adopts a skip welding sequence, and finally makes the structure close at the middle and the corner column.

[0024] The application further provides a super-high-rise building steel structure frame field welding sequence analysis system for implementing the super-high-rise building steel structure outer frame welding sequence analysis optimization method, comprising a finite element analysis module, a data acquisition module, a data calibration module and a welding sequence optimization module.

[0025] The finite element analysis module takes H-shaped steel as the welding object, adopts an equivalent indirect action method to perform finite element analysis, equivalently takes the shrinkage of each weld as deformation of a component in a preset geometric range due to temperature drop, obtains the deformation amount by a local thermal elastic-plastic method and calculates the equivalent temperature amount of each component, and applies the equivalent temperature amount to the overall structure to predict the welding shrinkage deformation.

[0026] The data simulation module adopts a single-layer single-span steel frame to perform welding analysis, and analyzes the influence of the sequence of two welding sections on the transverse residual deformation.

[0027] The data calibration module constructs a single-sided frame, combines a vibrating wire surface strain gauge and a multifunctional acquisition unit, monitors the strain around the weld in real time, and corrects the predicted welding shrinkage deformation amount.

[0028] The welding sequence optimization module performs welding sequence analysis of the overall frame, analyzes the deformation amount of each scheme according to the welding scheme of different preset welding sequences, selects the optimal scheme by comparing the maximum deformation amount and the welding efficiency.

[0029] The super-high-rise building steel structure outer frame welding sequence analysis optimization method and system provided by the embodiment of the application have the following advantages compared with the prior art:

[0030] The application proposes a welding sequence of “horizontal reverse welding and vertical reverse doing”: horizontal reverse welding: symmetrically welding from the middle to the ends of the horizontal beam to balance the thermal stress distribution and reduce the transverse residual deformation; vertical reverse doing: inversely welding from the top to the bottom of the vertical column to avoid the cumulative deformation caused by the traditional sequence and improve the overall stability of the structure.

[0031] The application proposes systematic theoretical method optimization, establishes a finite element model by an equivalent indirect action method, equivalently takes the weld shrinkage as temperature drop deformation, combines local thermal elastic-plastic analysis, significantly improves the calculation efficiency (more than 30% higher than the traditional method), and guarantees the accuracy, thereby providing a scientific basis for welding sequence optimization of complex structures.

[0032] The application significantly reduces welding deformation, adopts a skip welding sequence, controls the maximum deformation amount of the single-layer structure to ≤7.031 mm (30%-40% lower than the traditional scheme), and is especially suitable for an inclined dense column frame (1.8° inclination angle), thereby effectively solving the problem of excessive deformation of super-high-rise steel structures caused by inclined columns and dense beams.

[0033] The welding efficiency of the application is improved: the skip welding scheme allows 16 section welds to be performed simultaneously, the single-layer welding operation frequency is reduced to 7 times (10 times are required in the traditional scheme), and the efficiency is improved by 30%. The flexibility of worker operation is improved: the group alternation operation is realized through the lag welding combination to realize the combination of work and rest, and the allocation of human resources is optimized.

[0034] The application realizes real-time monitoring and data driving, adopts a vibrating string type surface strain gauge and a cloud platform real-time transmission technology, sets measuring points at key positions (upper flanges, lower flanges, 1 / 3 and 2 / 3 of webs) around welds, realizes full-process dynamic monitoring of welding stress, and ensures that the construction quality is controllable and data feedback is accurate.

[0035] The application is designed for super high-rise buildings with inclined outer frame columns and dense columns (such as the case of the CITIC City Plaza), solves the problem that the traditional experience type welding sequence lacks theoretical support, is especially suitable for high-precision and large-span steel frame engineering, reduces rework and correction costs through optimization of the welding sequence, and the theoretical method proposed can be popularized to other similar steel structure engineering and has wide applicability.

[0036] The additional aspects and advantages of the application will be partially given in the following description, partially will become obvious from the following description, or will be understood through the practice of the application. BRIEF DESCRIPTION OF DRAWINGS

[0037] The above and / or additional aspects and advantages of the application will become apparent and more readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings, in which:

[0038] Figure 1 A flow chart of the welding sequence analysis and optimization method for the outer frame of the super high-rise building steel structure of the application;

[0039] Figure 2 A welding sequence schematic diagram of the geometric model of the single-layer single-span steel frame in the application;

[0040] Figure 3 A schematic diagram of the transverse residual deformation of the single-layer single-span steel frame in the application after adopting the thermal elastic-plastic method;

[0041] Figure 4 A schematic diagram of the transverse residual deformation result of the single-layer single-span steel frame in the application calculated by adopting the equivalent indirect action method;

[0042] Figure 5 A front view of the single-face frame in the application;

[0043] Figure 6 A position and number of each measuring point in the application;

[0044] Figure 7 A comparison diagram of the monitored residual stress and the simulated residual stress in the application;

[0045] Figure 8 Schematic diagram of welding scheme 1 in the application;

[0046] Figure 9 Schematic diagram of welding scheme 2 in the application;

[0047] Figure 10 Schematic diagram of welding scheme 3 in the application;

[0048] Figure 11 Deformation diagram of a single-layer structure adopting welding scheme 1 in the application;

[0049] Figure 12 Deformation diagram of a single-layer structure adopting welding scheme 2 in the application;

[0050] Figure 13 Deformation diagram of a single-layer structure adopting welding scheme 3 in the application. DETAILED DESCRIPTION

[0051] Embodiments of the application are described in detail below, examples of which are shown in the accompanying drawings, wherein the same or similar reference signs represent the same or similar elements or elements having the same or similar functions throughout. The embodiments described below by referring to the accompanying drawings are exemplary and are intended to explain the application, and cannot be understood as a limitation of the application.

[0052] As shown in the drawings, the method for analyzing and optimizing the welding sequence of an outer frame of a super-high-rise building steel structure according to an embodiment of the application comprises the following steps: Figure 1 S1, taking H-shaped steel as the welding object, performing finite element analysis by using the equivalent indirect action method, equivalent the shrinkage of each weld to the deformation of the component within a predetermined geometric range due to temperature drop, obtaining the deformation amount by local thermal elastoplasticity method and calculating the equivalent temperature amount of each component, and applying to the overall structure to predict the welding shrinkage deformation;

[0053] The specific steps are to obtain the deformation amount by using one or several local fine thermal elastoplasticity method, to calculate the equivalent temperature amount of each component by simple calculation and to apply to the overall structure, and to obtain the welding shrinkage deformation of the overall complex structure. This method greatly improves the calculation efficiency under the premise of meeting the calculation accuracy, so as to meet the engineering requirements.

[0054] The finite element calculation results calculated by using the thermal elastoplasticity method are as shown in Table 1.

[0055] Table 1: Shrinkage amount and cross-section coefficient of each group of beams

[0056]

[0057]

[0058] ​The shrinkage of butt weld is not related to the length of the bar, but only to the size of the weld, i.e.:

[0059] (1.1)

[0060] wherein: is the shrinkage of butt weld; is the section coefficient related to the specific section form; is the cross-sectional area of the weld; is the thickness of the plate.

[0061] From the inherent strain formula, we have:

[0062] (1.2)

[0063] wherein: is the total shrinkage of welding per unit length; is the unit cross-sectional area of the element to which the inherent strain is applied; is the thermal expansion coefficient; is the temperature load change value.

[0064] Let the equivalent heating length be multiplied by the left and right of formula (1.1) at the same time, and formula (1.2) be solved simultaneously, we have

[0065] (1.3)

[0066] Since the welding of H-shaped section has a front and back order, the time interval between the start and end of welding is too long, and the heating and cooling are staggered, the heat of each part of the weld is not released at the same time, so there is a gap between the shrinkage obtained by the thermal elastic-plastic method and the equivalent shrinkage, therefore, the coefficient is used for correction. To find , let the equivalent heating length be 2m, and the original model be solved in reverse, i.e. adjust so that the equivalent shrinkage obtained is equal to the shrinkage obtained by the thermal elastic-plastic method, and the specific results are as follows in Table 2.

[0067] Table 2: Adjusted temperature amount and correction coefficient of each group of beams

[0068]

[0069] From the above, if the ambient temperature is , then the formula of the equivalent indirect action method is:

[0070] (1.4)

[0071] According to the data in Table 3 and Table 4, respectively and fitting, the fitting formula of the equivalent indirect action method for H section Q345 steel beam is: =0.2156, =0.8941, then the fitting formula of the equivalent indirect action method for H section Q345 steel beam is:

[0072]

[0073] S2, as shown in the welding analysis of a single-layer single-span steel frame, the influence of the sequence of two welding sections on the transverse residual deformation is analyzed; Figures 2-4 A single-layer single-span steel frame composed of two inclined columns with brackets and a horizontal beam is selected. The column adopts H600-600-20-25 H section, the inclination angle is 1.8°, the length is 4.4m, and the bracket extends 1m from the top end 1.7m. The beam adopts H1000-400-15-30 H section, the length is 2.23m. The bracket of the column and the beam adopt butt welding, the bracket section is flat, the groove angle of the beam section is 45°, and the space in the middle is 4mm. This structure has two welding sections, which are welded in sequence.

[0074] S3, a single-sided frame is constructed, a combination of a vibrating string type surface strain gauge and a multifunctional acquisition unit is used to monitor the strain around the weld in real time, and the predicted welding shrinkage deformation is corrected;

[0075] As shown in

[0076] , a single-sided frame composed of 10 columns and 27 beams is analyzed. The column adopts H600-600-20-25 H section, the inclination angle is 1.8°, the length is 4.4m, and the bracket extends 1m from the bottom end 2.7m, 7.1m and 11.5m. The beam adopts H1000-400-15-30 H section, the length is 2.2m. The bracket of the column and the beam adopt butt welding, one side of the bracket is flat, one side of the beam is beveled at an angle of 45°, and the space in the middle is 4mm. Figures 5-6 As shown in

[0077] and Figure 6 and Figure 7The YCVWS type vibrating wire surface strain gauge is used for whole stress monitoring, which is matched with YC2000 multifunctional acquisition unit. The set of equipment can convert the data collected by the strain gauge into digital signals, which are transmitted to the cloud platform through the data processing center, and then to the monitoring center, so as to realize wireless data acquisition, ensure the normal construction on site, and achieve the effect of continuous monitoring. Strain gauges are arranged at 1 / 3 and 2 / 3 of the upper flange, lower flange and web of each measuring point at a distance of 20 cm from the weld. The positions of the measuring points are arranged based on the closure position of welding and the position where stress and strain may change dramatically. The comparison data of single-side monitoring stress and simulated stress are shown in Table 3. The comparison of single-side monitoring displacement and simulated displacement is shown in Table 4.

[0078] Table 3 Comparison of single-side monitoring stress and simulated stress

[0079]

[0080] Table 4 Comparison of single-side monitoring displacement and simulated displacement

[0081]

[0082] S4, the welding sequence analysis of the overall frame is performed, the deformation amount of each scheme is analyzed according to the preset welding scheme of different welding sequences, and the optimal scheme is selected by comparing the maximum deformation amount and welding efficiency.

[0083] As Figures 8-13 , first, the welding sequence of the single layer is selected and analyzed. The third layer is selected as the research object, and three welding schemes are designed for simulation. In welding scheme 1, the structure is divided into 2 groups on each side, and the welding sequence of welding from the midspan to the two ends is adopted for each group, so that the structure is finally closed at the corner column. In welding scheme 2, the structure is also divided into 2 groups on each side, and the welding sequence of welding from the two ends to the midspan is adopted for each group, so that the structure is finally closed at the midspan. In welding scheme 3, the structure is divided into 4 groups on each side, and the welding sequence of skip welding is adopted for each group, so that the structure is finally closed at the midspan and the corner column.

[0084] The optimal welding scheme is finally obtained. It can be seen that the most unfavorable position, i.e. the maximum deformation position, of the single-layer structure adopting the three welding schemes is near the corner column. The most unfavorable position of scheme 1 is at the top of each corner column, and the deformation amount is the smallest among the three welding schemes, which is 6.133 mm. The most unfavorable position of scheme 2 is also at the top of each corner column, and the deformation amount is the largest among the three welding schemes, which is 10.097 mm. The most unfavorable position of scheme 3 is at the top of a corner column of each side, and the deformation amount is 7.031 mm, which is only 13% larger than that of scheme 1.

[0085] The scheme 1 and the scheme 2 can only simultaneously weld 8 sections at most, and at least 10 operations are needed to complete the welding of a single-layer structure; while the scheme 3 can simultaneously weld 16 sections at most, and only 7 operations are needed to complete the welding of a single-layer structure, and the welding efficiency is increased by 30% compared with the first two schemes.

[0086] In addition, since the combination 1 and 4 in the scheme 3 lags behind the combination 2 and 3, the workers of the combination 1 and 4 can rest while the combination 2 and 3 are working. For this feature, the workers of the two combinations can exchange positions when working on the next layer, and take turns to rest, so as to achieve the purpose of work and rest.

[0087] In summary, the worst deformation, welding efficiency and work arrangement, the scheme 3 is more suitable for engineering practice than the first two schemes.

[0088] In the description of the present specification, the description of the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" and the like means that the specific features, structures, materials or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present application. In the present specification, the illustrative description of the above terms does not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any one or more embodiments or examples in a suitable manner.

[0089] Although the embodiments of the present application have been shown and described above, it should be understood that the above embodiments are exemplary and should not be construed as limiting the present application, and those skilled in the art can make changes, modifications, replacements and variations to the above embodiments without departing from the principles and spirit of the present application within the scope of the present application. The scope of the present application is defined by the appended claims and their equivalents.

Claims

1. A method for analyzing and optimizing the welding sequence of the steel structure outer frame of a super high-rise building, characterized in that, Includes the following steps: S1. Taking H-beams as the welding object, the equivalent indirect action method is used for finite element analysis. The shrinkage of each weld is equivalent to the deformation of the component due to cooling within a preset geometric range. The deformation is obtained by the local thermo-elastic-plastic method and the equivalent temperature of each component is calculated and applied to the overall structure to predict the welding shrinkage deformation. S2. A single-story, single-span steel frame was used for welding analysis to investigate the effect of the order of welding the two sections on the lateral residual deformation. Specifically, a single-story, single-span steel frame consisting of two H-section columns with an inclination angle of 1.8° and a horizontal beam was selected. The columns used H600-600-20-25 sections, and the beams used H1000-400-15-30 sections. The effect of the order of welding the two sections on the lateral residual deformation was analyzed. S3. Construct a single-sided frame and combine a vibrating wire surface strain gauge with a multi-functional acquisition unit to monitor the strain around the weld in real time and correct the predicted welding shrinkage deformation. S4. Perform welding sequence analysis on the overall frame. Based on the preset welding sequence of different welding schemes, analyze the deformation of each scheme. By comparing the maximum deformation and welding efficiency, select the optimal scheme.

2. The method for analyzing and optimizing the welding sequence of the steel structure outer frame of a super high-rise building according to claim 1, characterized in that, In S2, a 1m corbel is installed at the top of the column of the single-story single-span steel frame at 1.7m. The beam and the corbel are joined with a 45° bevel and a 4mm gap is reserved in the middle.

3. The method for analyzing and optimizing the welding sequence of the steel structure outer frame of a super high-rise building according to claim 1, characterized in that, In S3, a single-sided frame consisting of 10 columns and 27 beams was constructed. Vibrating wire surface strain gauges and multi-functional acquisition units were used to monitor the strain around the weld in real time. The measuring points were set at the upper flange, lower flange, and 1 / 3 and 2 / 3 of the web, 20 cm away from the weld.

4. The method for analyzing and optimizing the welding sequence of the steel structure outer frame of a super high-rise building according to claim 3, characterized in that, In S3, the single-sided frame has brackets extending 1m from the bottom at 2.7m, 7.1m and 11.5m; the beams have an H-shaped cross section of H1000-400-15-30 and a length of 2.2m; the brackets of the columns are butt-welded to the beams, with one side of the bracket flat and the other side of the beam having a bevel angle of 45°, with a 4mm gap in the middle.

5. The method for analyzing and optimizing the welding sequence of the steel structure outer frame of a super high-rise building according to claim 1, characterized in that, In S4, the preset welding schemes with different welding sequences include at least: Welding scheme 1 divides each side of the structure into 2 groups, and each group adopts a welding sequence from the middle of the span to both ends, so that the structure is finally joined at the corner column; Welding scheme 2 also divides each side of the structure into two groups, and each group adopts a welding sequence from both ends to the middle of the span, so that the structure is finally joined at the middle of the span; Welding scheme 3 divides each side of the structure into 4 groups, and each group adopts a skip welding sequence, so that the structure can be closed at the mid-span and corner columns at the same time.

6. The method for analyzing and optimizing the welding sequence of the steel structure outer frame of a super high-rise building according to claim 1, characterized in that, The fitting formula for finite element analysis using the equivalent indirect action method is as follows: ; Where T is the temperature during cross-sectional welding, and L e This is the equivalent heating length; This represents the cross-sectional area of ​​the weld. For sheet metal thickness; For ambient temperature, is the coefficient of thermal expansion.

7. A system for analyzing the on-site welding sequence of steel structure frames for super high-rise buildings, characterized in that... The method for analyzing and optimizing the welding sequence of the outer frame of the steel structure of a super high-rise building as described in any one of claims 1-6 includes a finite element analysis module, a data acquisition module, a data calibration module, and a welding sequence optimization module. The finite element analysis module takes H-beams as the welding object and uses the equivalent indirect action method to perform finite element analysis. The shrinkage of each weld is equivalent to the deformation of the component due to cooling within a preset geometric range. The deformation is obtained by the local thermo-elastic-plastic method and the equivalent temperature of each component is calculated and applied to the overall structure to predict the welding shrinkage deformation. The data simulation module uses a single-story, single-span steel frame for welding analysis to analyze the effect of the order of welding two sections on the transverse residual deformation. The data calibration module constructs a single-sided frame and combines a vibrating wire surface strain gauge with a multi-functional acquisition unit to monitor the strain around the weld in real time and correct the predicted welding shrinkage deformation. The welding sequence optimization module analyzes the welding sequence of the overall frame. Based on the preset welding schemes with different welding sequences, it analyzes the deformation of each scheme and selects the optimal scheme by comparing the maximum deformation and welding efficiency.

Images