A temporary support demolition optimization method based on BIM technology

Abstract

The present application belongs to the technical field of engineering structure demolition, and provides a temporary support demolition optimization method based on BIM technology. In the process of simulating demolition operation by using BIM technology, the stress monitoring area divided in the initial demolition temporary support structure diagram is monitored in real time, and analyzed to identify the initial demolition key area and the initial demolition non-key area, construct the initial demolition non-key area sequence, obtain the second demolition temporary support structure diagram, and analyze the second demolition temporary support structure diagram from the initial demolition structure deformation accumulation and the cooperative dimension, evaluate the structure rebound degree of the second demolition temporary support structure, which can find the risk conditions such as excessive deformation and poor structure cooperation of the temporary support structure in the demolition process in advance, and timely adjust and rectify, avoid blindness and repetitive work in the construction process, improve the construction efficiency, avoid safety accidents such as collapse, and protect the safety of personnel and equipment on the construction site.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of engineering structure demolition, and particularly relates to a temporary support demolition optimization method based on BIM technology. BACKGROUND

[0002] In the field of construction engineering, temporary support structures are widely used in complex projects such as deep foundation pits, tunnels, and large-span structures, and play a key role in ensuring construction safety and structural stability. However, as engineering construction progresses, the demolition of temporary support structures becomes a highly challenging task, and the demolition sequence, timing, and method directly affect the safety, efficiency, and quality of the overall project.

[0003] Traditional temporary support demolition mainly relies on experience and simple mechanical calculations, lacking detailed monitoring and analysis of stress distribution in support structures. During the demolition process, it is difficult to accurately identify which areas are key risk areas and which areas are relatively safe non-key areas in real time. Moreover, after the demolition of temporary support structures, traditional methods often struggle to comprehensively and accurately assess the rebound degree of the remaining structure. During the demolition process, the deformation of the structure will continue to accumulate, and the cooperative performance between different parts will also change. However, traditional evaluation methods are usually based on simple experience observations or limited measurement data, and cannot conduct in-depth analysis of the structure after demolition from the perspectives of initial demolition structure deformation accumulation and coordination. In the actual demolition process, non-key areas may change to key areas due to various factors such as load transfer caused by adjacent area demolition and changes in structural load transfer path.

[0004] Therefore, the application provides a temporary support demolition optimization method based on BIM technology. SUMMARY

[0005] To make up for the deficiencies of the prior art and solve at least one technical problem raised in the background.

[0006] The technical scheme adopted by the application to solve the technical problem is: a temporary support demolition optimization method based on BIM technology, comprising the following steps:

[0007] During the simulation of the initial demolition operation process of the initial demolition temporary support structure diagram using BIM technology, the stress monitoring areas divided in the initial demolition temporary support structure diagram are monitored and analyzed in real time, the initial demolition key areas and initial demolition non-key areas are identified, and the initial demolition non-key area sequence is constructed;

[0008] After the initial demolition of the initial demolition temporary support structure diagram according to the initial demolition non-key area sequence, the second demolition temporary support structure diagram is obtained, and the second demolition temporary support structure is analyzed from the perspectives of initial demolition structure deformation accumulation and coordination to evaluate the structure rebound degree of the second demolition temporary support structure.

[0009] If the structure rebound degree of the second dismantling temporary support structure is large, the initial dismantling of the initial dismantling non-key area in the initial dismantling non-key area sequence is carried out, and the comparison analysis after the initial dismantling is carried out to determine whether the initial dismantling non-key area is changed to the initial dismantling key area in the initial dismantling process.

[0010] If the initial dismantling non-key area is changed to the initial dismantling key area in the initial dismantling process, the iterative stress analysis value is obtained, and the initial dismantling non-key area sequence is optimized.

[0011] As a further scheme of the application, the stress monitoring area divided in the initial dismantling temporary support structure diagram is monitored in real time, and analysis is carried out, and the process is as follows:

[0012] The stress monitoring area is divided in a grid format to obtain a plurality of stress monitoring sub-areas, and the area of each stress monitoring sub-area is equal;

[0013] The stress in each stress monitoring sub-area is obtained, and the standard deviation is calculated to output the area stress standard deviation;

[0014] The number of key connection nodes in each stress monitoring area is obtained, and the ratio calculation is carried out with the total number of key nodes in the whole temporary support structure to output the area key node number ratio, and the summation is carried out with the area stress standard deviation to output the area type identification value.

[0015] As a further scheme of the application, the initial dismantling key area and the initial dismantling non-key area are identified, and the initial dismantling non-key area sequence is constructed, and the process is as follows:

[0016] If the area type identification value is greater than or equal to the area type identification threshold value, it is marked as an initial dismantling key area;

[0017] If the area type identification value is less than the area type identification threshold value, it is marked as an initial dismantling non-key area;

[0018] The area type identification values corresponding to the initial dismantling non-key areas are constructed in the order from small to large to construct the initial dismantling non-key area sequence.

[0019] As a further scheme of the application, the second dismantling temporary support structure diagram is analyzed from the initial dismantling structure deformation accumulation dimension, and the process is as follows:

[0020] The key connection nodes in the initial dismantling temporary support structure diagram are converted into key point coordinates (x, y, z) in a spatial three-dimensional coordinate system, The key connection nodes in the second dismantling temporary support structure diagram are converted into key point coordinates (x, y, z) in a spatial three-dimensional coordinate system, ), wherein n represents the total number of key connection nodes in the initial disassembly temporary support structure diagram, and m represents the total number of key connection nodes in the secondary disassembly temporary support structure diagram;

[0021] The key connection node coordinates in the secondary disassembly temporary support structure diagram and the key connection node coordinates in the initial disassembly temporary support structure diagram are extracted, and after being calculated and processed according to the Euclidean distance formula, the ratio calculation with the total perimeter in the initial disassembly temporary support structure diagram is performed, and the deformation accumulation value is output.

[0022] As a further scheme of the present application, the secondary disassembly temporary support structure diagram is analyzed from the initial disassembly structure coordination dimension, and the process is as follows:

[0023] In the secondary disassembly temporary support structure diagram, the deformation accumulation values corresponding to the coordinates of the adjacent key connection nodes in the spatial dimension are combined, and the relative deformation is calculated to obtain the adjacent structure coordination value.

[0024] The adjacent structure coordination value is averaged to output the structure coordination value.

[0025] As a further scheme of the present application, the process of evaluating the structure rebound degree of the secondary disassembly temporary support structure is as follows:

[0026] The deformation accumulation value and the structure coordination value are summed to output the structure rebound degree value.

[0027] If the structure rebound degree value is greater than or equal to the structure rebound degree threshold value, a structure rebound degree large signal is displayed.

[0028] As a further scheme of the present application, the initial disassembly in the initial disassembly non-key area sequence and the comparison analysis after the initial disassembly are performed on the initial disassembly non-key area, and the process is as follows:

[0029] The stresses in each stress monitoring sub-zone in the remaining initial disassembly non-key area during the simulated initial disassembly process and after the simulated initial disassembly are obtained as the initial disassembly sub-zone stress and the post-initial disassembly sub-zone stress.

[0030] The initial disassembly sub-zone stress and the post-initial disassembly sub-zone stress in each stress monitoring sub-zone in the same initial disassembly non-key area are combined to obtain a plurality of initial disassembly before and after sub-zone stress combinations, and the Euclidean distance calculation of the initial disassembly sub-zone stress and the post-initial disassembly sub-zone stress in each initial disassembly before and after sub-zone stress combination is performed, and the ratio calculation with the initial disassembly sub-zone stress is performed to output the sub-zone stress change value. The sub-zone stress change value is summed and averaged to obtain the non-key area initial disassembly stress change ratio.

[0031] Obtaining the number of regional key nodes in the initial disassembly temporary support structure diagram of the remaining non-key area in the initial disassembly, and the number of regional key nodes in the two disassembly temporary support structure diagram, difference is taken after absolute value, and ratio calculation is performed with the total number of key nodes in the entire temporary support structure, and the regional key node quantity change ratio is output;

[0032] The initial disassembly non-key transformation value is output by sum calculation of the non-reinforced area initial disassembly stress change ratio and the regional key node quantity change ratio.

[0033] As a further scheme of the present application, whether the initial disassembly non-key area is transformed into the initial disassembly key area in the initial disassembly process is judged, and the process is as follows:

[0034] The initial disassembly non-key transformation value is output by sum calculation of the non-reinforced area initial disassembly stress change ratio and the regional key node quantity change ratio. If the initial disassembly non-key transformation value is greater than or equal to the initial disassembly non-key transformation threshold value, a regional transformation signal is displayed, and the initial disassembly non-key transformation area is marked.

[0035] If the initial disassembly non-key transformation value is less than the initial disassembly non-key transformation threshold value, a regional non-transformation signal is displayed, and the initial disassembly non-key area in the initial disassembly non-key area sequence is sorted.

[0036] As a further scheme of the present application, the process of obtaining the iterative stress analysis value is as follows:

[0037] The initial disassembly non-key transformation value corresponding to the remaining initial disassembly key area in the initial disassembly non-key area sequence after the initial disassembly non-key area is removed each time is extracted, and is summed with the regional type identification value, and the iterative stress analysis value is output.

[0038] As a further scheme of the present application, the optimization process of the initial disassembly non-key area sequence is as follows:

[0039] The initial disassembly non-key areas in the initial disassembly non-key area sequence are removed one by one according to the front and back of the sorting. After each initial disassembly non-key area is removed, the iterative stress analysis value corresponding to the remaining initial disassembly key area in the initial disassembly non-key area sequence is obtained, and a size comparison is performed, and the initial disassembly key area corresponding to the minimum iterative stress analysis value is selected as the preferred initial disassembly key area.

[0040] The preferred initial disassembly key area is obtained, and the iterative processing is performed until the initial disassembly key area in the initial disassembly non-key area sequence is removed, and the initial disassembly key area is removed.

[0041] The beneficial effects of the present application are as follows:

[0042] The application utilizes BIM technology to monitor the stress monitoring area divided in the initial disassembly temporary support structure diagram in real time during the simulation of the disassembly operation process, analyzes and identifies the initial disassembly key area and the initial disassembly non-key area, constructs the initial disassembly non-key area sequence, obtains the second disassembly temporary support structure diagram after the initial disassembly of the initial disassembly temporary support structure diagram according to the initial disassembly non-key area sequence, and analyzes the second disassembly temporary support structure diagram from the initial disassembly structure deformation accumulation and the cooperative dimension, so as to evaluate the structure rebound degree of the second disassembly temporary support structure. The application can find the risk conditions such as excessive deformation and poor structure cooperation of the temporary support structure in the disassembly process in advance, and timely adjusts and rectifies, avoids blindness and repetitive work in the construction process, improves the construction efficiency, avoids safety accidents such as collapse, and protects the safety of personnel and equipment on the construction site.

[0043] In the initial disassembly process of the initial disassembly temporary support structure diagram according to the initial disassembly non-key area sequence, the initial disassembly non-key area is analyzed to determine whether the initial disassembly non-key area is changed into the initial disassembly key area in the initial disassembly process. If the initial disassembly non-key area is changed into the initial disassembly key area in the initial disassembly process, the iterative stress analysis value is obtained to optimize the initial disassembly non-key area sequence, so that the area with the smallest influence on the overall structure stress is preferentially removed in the disassembly process, the local stress concentration or excessive deformation of the structure caused by improper disassembly sequence is avoided, the structure instability is effectively prevented, the safety of personnel and equipment on the construction site is protected, and the most reasonable disassembly sequence can be found by selecting the initial disassembly key area corresponding to the minimum iterative stress analysis value as the preferential removal object, which avoids repeated construction and waiting time caused by unreasonable disassembly sequence, reduces the pause and adjustment in the construction process, improves the overall disassembly efficiency, and shortens the construction time. BRIEF DESCRIPTION OF DRAWINGS

[0044] The application will be further described below with reference to the drawings.

[0045] Figure 1 is a step flow chart of a temporary support disassembly optimization method based on BIM technology of the application;

[0046] Figure 2 is a determination flow chart in the temporary support disassembly optimization method based on BIM technology of the application. DETAILED DESCRIPTION

[0047] In order to make the technical means, creative features, purposes and effects of the application easy to understand, the application will be further described below with reference to the specific embodiments.

[0048] Embodiment 1

[0049] Please refer to Figure 1 -Figure 2 As shown, the temporary support demolition optimization method based on BIM technology provided by the embodiment of the present application comprises the following steps:

[0050] Step 1: Set multiple BIM simulation demolition periods, and in each BIM simulation demolition period, perform three-dimensional scanning on the temporary support structure in the foundation pit, convert it into a preliminary demolition temporary support structure diagram, and use BIM technology to simulate the preliminary demolition operation process, real-time monitor the stress monitoring area divided in the preliminary demolition temporary support structure diagram, and analyze and identify the preliminary demolition key area and the preliminary demolition non-key area, and construct a preliminary demolition non-key area sequence;

[0051] It should be noted that in each BIM simulation demolition period, the preliminary demolition key area and the preliminary demolition non-key area in the demolition process of the temporary support structure are analyzed, and the preliminary demolition non-key area is removed first, and then the preliminary demolition key area is removed;

[0052] Among them, the preliminary demolition key area refers to the stress monitoring area in which the stress is locally concentrated in the temporary support structure in the foundation pit, such as the support and enclosure pile connection node, the main structure and foundation pit intersection, or the stress abnormal historical area. Specifically, the support and enclosure pile connection node includes but is not limited to the flange plate connection of steel support and enclosure purlin, the embedded node of concrete support and column, the main structure and foundation pit intersection includes but is not limited to the connecting beam of basement roof and enclosure pile, the intersection point of bottom plate and support column, and the stress abnormal historical area includes but is not limited to the enclosure pile section that has appeared cracks in the early construction, and the support member with size deviation exceeding the standard;

[0053] In some embodiments, the conversion process of the preliminary demolition temporary support structure diagram is as follows:

[0054] By dividing the temporary support structure in the foundation pit into a plurality of structure scanning areas, the adjacent structure scanning areas are seamlessly spliced by using the iterative closest point algorithm. Specifically, the closest point pair of two frames of point clouds is calculated by iterative calculation, and the transformation matrix (translation + rotation) is constantly optimized to maximize the coincidence degree of the two frames of point clouds, and the conversion operation of the preliminary demolition temporary support structure diagram is completed;

[0055] When the adjacent structure scanning areas are seamlessly spliced by using the iterative closest point algorithm, the structure scanning areas divided are respectively marked as stress monitoring areas;

[0056] The stress monitoring areas are divided into a grid format to obtain a plurality of stress monitoring sub-areas, and the area of each stress monitoring sub-area is equal;

[0057] The stress in each stress monitoring sub-area is obtained, and the standard deviation is calculated to output the regional stress standard deviation;

[0058] Obtaining the number of key connection nodes in each stress monitoring area, and calculating the ratio with the total number of key nodes in the whole temporary support structure, and outputting the area key node number ratio;

[0059] It should be noted that the key connection nodes in the stress monitoring area refer to the support and enclosure pile connection nodes or the main structure and foundation pit interface, etc.

[0060] Summing up the area key node number ratio and the area stress standard deviation, and outputting the area type identification value;

[0061] It can be understood that the meaning represented by the area type identification value is: comprehensively reflects the situation of the stress monitoring area in the structure connection key degree (reflected by the area key node number ratio) and the stress distribution dispersion degree (reflected by the area stress standard deviation);

[0062] Comparing the area type identification value with the area type identification threshold value, the process is as follows:

[0063] If the area type identification value is greater than or equal to the area type identification threshold value, it means that there are more key connection nodes in the analyzed stress monitoring area, and the stress distribution is uneven, which is marked as the initial demolition key area;

[0064] If the area type identification value is less than the area type identification threshold value, it means that there are fewer key connection nodes in the analyzed stress monitoring area, and the stress distribution is uniform, which is marked as the initial demolition non-key area;

[0065] According to the order from small to large, the area type identification value corresponding to the initial demolition non-key area is constructed into an initial demolition non-key area sequence;

[0066] The purpose of obtaining the initial demolition key area and the initial demolition non-key area is:

[0067] Purpose one: during the demolition process of the temporary support structure, by calculating the area type identification value, those areas with more key connection nodes and relatively uneven stress distribution can be accurately found as the key monitoring area. Through accurate identification of the key monitoring area, the stress change of these areas can be found in advance during the demolition process, and timely measures can be taken to prevent structural instability;

[0068] Purpose two: after dividing the key monitoring area and the non-key monitoring area based on the area type identification value, the non-key area can be demolished first, and then the key area can be demolished. Construction personnel can operate according to the established plan, avoiding blind construction and repeated adjustment, and improving the demolition efficiency;

[0069] Step two: after the initial removal of the initial disassembly non-key area sequence, the second disassembly temporary support structure diagram is obtained, and the second disassembly temporary support structure diagram is analyzed from the initial disassembly structure deformation accumulation and the coordinated dimension to evaluate the structure rebound degree of the second disassembly temporary support structure;

[0070] In some embodiments, the second disassembly temporary support structure diagram is obtained in the following way:

[0071] According to the order of the initial disassembly non-key area in the initial disassembly non-key area sequence, the initial disassembly is performed, and after the initial disassembly, the temporary support structure in the foundation pit is scanned again to obtain the second disassembly temporary support structure diagram;

[0072] Wherein, the conversion mode of the second disassembly temporary support structure diagram is consistent with the conversion mode of the initial disassembly temporary support structure diagram;

[0073] From the initial disassembly structure deformation accumulation dimension, the second disassembly temporary support structure diagram is analyzed in the following way:

[0074] The initial disassembly temporary support structure diagram and the second disassembly temporary support structure diagram are respectively converted in the space three-dimensional coordinate system, specifically:

[0075] The key connection nodes in the initial disassembly temporary support structure diagram are converted into key point coordinates in the space three-dimensional coordinate system (x1, y1, z1), and the key connection nodes in the second disassembly temporary support structure diagram are converted into key point coordinates in the space three-dimensional coordinate system (x2, y2, z2);

[0076] Wherein, n represents the total number of key connection nodes in the initial disassembly temporary support structure diagram, and m represents the total number of key connection nodes in the second disassembly temporary support structure diagram;

[0077] For example, the key connection node coordinates in the second disassembly temporary support structure diagram and the key connection node coordinates in the initial disassembly temporary support structure diagram are extracted, and after calculation and processing according to the Euclidean distance formula, the total perimeter in the initial disassembly temporary support structure diagram is calculated by ratio, and the deformation accumulation value is output;

[0078] It should be noted that the key connection node coordinates calculated and processed by the Euclidean distance formula are the coordinates of the same key connection node on the original temporary support structure in the foundation pit, that is, the key connection node coordinates in the second disassembly temporary support structure diagram and the key connection node coordinates in the initial disassembly temporary support structure diagram are actually the same key connection node on the original temporary support structure in the foundation pit, which is the key connection node on the remaining temporary support structure after the initial disassembly of the initial disassembly temporary support structure diagram;

[0079] In detail, the total perimeter of the initial disassembly temporary support structure diagram is obtained by summing the perimeters of each stress monitoring area.​​

[0080] From the initial disassembly structure coordination dimension, the two disassembly temporary support structure diagram is analyzed, and the process is as follows:

[0081] On the two disassembly temporary support structure diagram, the deformation cumulative value corresponding to the coordinates of the adjacent key connection nodes in space dimension is combined, and the relative deformation is calculated to obtain the adjacent structure coordination value , Specifically:

[0082] ;

[0083] Among them, and represent the deformation cumulative value corresponding to the coordinates of the adjacent key connection nodes in space dimension on the two disassembly temporary support structure diagram, represents the distance between the coordinates of the adjacent key connection nodes in space dimension;

[0084] The adjacent structure coordination value is calculated by mean value, and the structure coordination value is output;

[0085] The deformation cumulative value and the structure coordination value are summed up, and the structure rebound degree value is output;

[0086] It can be understood that the meaning represented by the structure rebound degree value is: since the structure rebound degree value is obtained by summing the deformation cumulative value and the structure coordination value, on the one hand, the deformation cumulative value reflects the deformation of the key connection nodes on the original temporary support structure in the original pit due to the disassembly operation from the initial disassembly temporary support structure diagram to the two disassembly temporary support structure diagram, which measures the change degree of the structure in the spatial position after disassembly, on the other hand, the structure coordination value reflects the deformation coordination between the adjacent key connection nodes in space dimension in the two disassembly temporary support structure diagram, which reflects the cooperative working ability of the structure as a whole in the deformation process, and comprehensively evaluates the structure rebound degree of the two disassembly temporary support structure in the disassembly process;

[0087] If the structure rebound degree value is greater than or equal to the structure rebound degree threshold value, it means that the structure rebound degree of the two disassembly temporary support structure in the disassembly process is large, which is displayed as a structure rebound degree large signal;

[0088] If the structure rebound degree value is less than the structure rebound degree threshold value, it means that the structure rebound degree of the two disassembly temporary support structure in the disassembly process is small, which is displayed as a structure rebound degree small signal;

[0089] The purpose of evaluating the structure rebound degree of the two disassembly temporary support structure is:

[0090] Objective one: from the perspective of safety, by simulating the demolition process through BIM technology and combining with the calculation of structural rebound degree value, the risk of excessive deformation and poor structural coordination of the temporary support structure during the demolition process can be found in advance, the probability of sudden rebound or instability of the structure caused by improper demolition sequence is reduced, the demolition scheme is adjusted in time or reinforcement measures are taken to avoid safety accidents such as collapse and ensure the safety of personnel and equipment on the construction site;

[0091] Objective two: from the perspective of demolition quality, BIM technology can simulate the demolition process to accurately control the demolition intensity and range, and combined with the monitoring of structural rebound degree value, not only can the integrity of the temporary support structure during the demolition process be ensured, but also the construction personnel can more accurately understand the geometric shape and stress condition of the structure, avoid quality problems such as cracks and excessive deformation of the structure caused by excessive demolition or improper demolition, and ensure the safety and quality of subsequent main structure construction;

[0092] Objective three: from the perspective of demolition efficiency, according to the analysis result of the structural rebound degree value, the key points and difficulties of each demolition stage are determined, the construction is organized in a targeted manner, the problems occurring in the demolition process can be found in time and adjusted and rectified in time, the blindness and repetition in the construction process are avoided, and the construction efficiency is improved.

[0093] The specific scheme of the embodiment is: during the simulation of the demolition operation process by using the BIM technology, the stress monitoring area divided in the initial demolition temporary support structure diagram is monitored in real time, and analyzed, the initial demolition key area and the initial demolition non-key area are identified, the initial demolition non-key area sequence is constructed, after the initial demolition temporary support structure diagram is demolished according to the initial demolition non-key area sequence, the second demolition temporary support structure diagram is obtained, and the structural rebound degree of the second demolition temporary support structure is evaluated by analyzing the second demolition temporary support structure diagram from the initial demolition structure deformation accumulation and the coordination dimension, the risk of excessive deformation and poor structural coordination of the temporary support structure during the demolition process can be found in advance, and adjusted and rectified in time, the blindness and repetition in the construction process are avoided, the construction efficiency is improved, at the same time, safety accidents such as collapse are avoided, and the safety of personnel and equipment on the construction site is ensured.

[0094] Embodiment 2

[0095] Please refer to Figure 1 - Figure 2 As shown in the figure, the temporary support demolition optimization method based on the BIM technology provided by the embodiment of the application further includes the following steps:

[0096] Step three: if the structure rebound degree of the second temporary support structure is large, the initial demolition of the initial demolition non-key area in the initial demolition non-key area sequence is carried out, and the comparison analysis after the initial demolition is carried out to determine whether the initial demolition non-key area is changed to the initial demolition key area in the initial demolition process;

[0097] In some embodiments, the stress in each stress monitoring sub-area in each initial demolition non-key area during the simulation of the initial demolition process is obtained as the initial demolition sub-area stress;

[0098] The stress in each stress monitoring sub-area in each initial demolition non-key area after the simulation of the initial demolition is obtained as the post-initial demolition sub-area stress;

[0099] The initial demolition sub-area stress and the post-initial demolition sub-area stress in each stress monitoring sub-area in the same initial demolition non-key area are combined to obtain a plurality of initial demolition pre-post sub-area stress combinations;

[0100] The initial demolition sub-area stress and the post-initial demolition sub-area stress in each initial demolition pre-post sub-area stress combination are calculated by Euclidean distance and ratio calculation, and the initial demolition sub-area stress is output to obtain the sub-area stress change value;

[0101] The sub-area stress change value is summed and averaged to obtain the non-key area initial demolition stress change ratio;

[0102] In the second temporary support structure diagram, the remaining initial demolition non-key area in the initial demolition temporary support structure diagram is extracted as the initial demolition remaining non-key area;

[0103] The number of region joint nodes of the initial demolition remaining non-key area in the initial demolition temporary support structure diagram and the number of region joint nodes in the second temporary support structure diagram are obtained, and the absolute value is obtained by subtracting, and the ratio calculation is carried out with the total number of key nodes in the entire temporary support structure to output the region joint node number change ratio;

[0104] The non-key area initial demolition stress change ratio and the region joint node number change ratio are summed to output the initial demolition non-key conversion value;

[0105] It can be understood that the meaning of the initial disassembly non-key conversion value is that the comprehensive index obtained by summing the stress change ratio of the non-heavy area initial disassembly and the number change ratio of the regional key node, its essence is to quantify the "risk upgrading degree" of the initial disassembly non-key area in the initial disassembly process from the two core dimensions of "stress dynamic change" and "key node integrity". On the one hand, the stress fluctuation degree caused by load redistribution (such as load transfer caused by the removal of adjacent areas) in the initial disassembly process of the non-key area is reflected by the non-heavy area initial disassembly stress change ratio. On the other hand, the number difference (after taking the absolute value and comparing with the total number of key nodes) of the key nodes in the same non-key area before and after the initial disassembly (in the second disassembly drawing) is reflected by the number change ratio of the regional key node, and the function weakening degree of the key node is quantified. Since the key node is the core of the force transmission path, the reduction of the node will lead to the load concentration of the remaining nodes, further aggravating the regional risk;

[0106] If the initial disassembly non-key conversion value is greater than or equal to the initial disassembly non-key conversion threshold value, it indicates that the stress fluctuation degree caused by load redistribution in the initial disassembly process of the non-key area is large, and the function weakening degree of the key node is large, which is displayed as a regional conversion signal, and is marked as an initial disassembly non-key conversion area;

[0107] If the initial disassembly non-key conversion value is less than the initial disassembly non-key conversion threshold value, it indicates that the stress fluctuation degree caused by load redistribution in the initial disassembly process of the non-key area is small, and the function weakening degree of the key node is small, which is displayed as a regional non-conversion signal, and then the disassembly operation is performed according to the sequence of the initial disassembly non-key area;

[0108] The purpose of judging whether the initial disassembly non-key area is converted into the initial disassembly key area in the initial disassembly process is:

[0109] Purpose one: the original intention of the initial disassembly (initial disassembly non-key area) is to "remove low-risk areas first to reduce disturbance to key areas", but in actual disassembly, the removal of non-key areas may break the force transmission balance of the original structure. After the removal of a short-span non-key support, the load may be transferred to another non-key support adjacent to it, causing a sharp rise in stress and overloading of the key node. If the risk of its conversion into a key area is not identified in time, the original plan will continue to be removed, which may cause the failure of this area, further leading to the deformation of the enclosure pile, the cracking of the main structure, and even the overall collapse. Therefore, by judging the conversion from non-key to key, the risk upgrading area can be locked in advance to avoid ignoring dynamic risks due to the static nature of the initial scheme, and to block the chain failure from the source;

[0110] Objective two: By identifying the risk areas that change into key areas in advance, targeted prevention and control measures (such as increasing monitoring frequency, temporarily reinforcing, and temporarily suspending demolition evaluation) can be taken to avoid accidents such as collapse and component falling caused by area failure, and by timely locking the risk areas, the deformation and stress of the area can be controlled within the allowable range to avoid permanent damage to the structure and ensure the quality basis for subsequent main structure construction.

[0111] Step four: If the initial demolition non-key area changes into the initial demolition key area in the initial demolition process, the iterative stress analysis value is obtained, and the initial demolition non-key area sequence is optimized.

[0112] In some embodiments, the initial demolition non-key area sequence is extracted, the initial demolition non-key area sequence is extracted, and the initial demolition non-key area sequence is extracted.

[0113] The process of optimizing the initial demolition non-key area sequence is as follows:

[0114] For example, the initial demolition non-key area in the initial demolition non-key area sequence is removed in order, and after the removal of each initial demolition non-key area, the iterative stress analysis value corresponding to the remaining initial demolition key area in the initial demolition non-key area sequence is obtained, and the size comparison is performed, and the initial demolition key area corresponding to the minimum iterative stress analysis value is selected as the priority initial demolition key area.

[0115] According to the preferred initial demolition key area obtaining method, the iterative processing is performed until the initial demolition key area in the initial demolition non-key area sequence is removed, and the initial demolition key area removal operation is performed.

[0116] The embodiment scheme is: if the structure rebound degree of the second demolition temporary support structure is large, the initial demolition non-key area is analyzed in the initial demolition process of the initial demolition non-key area sequence on the initial demolition temporary support structure diagram, and it is judged whether the initial demolition non-key area changes into the initial demolition key area in the initial demolition process. If the initial demolition non-key area changes into the initial demolition key area in the initial demolition process, the iterative stress analysis value is obtained, and the initial demolition non-key area sequence is optimized, so that in the demolition process, the area with the smallest stress influence on the whole structure is preferentially removed, and the structure is prevented from being unstable due to improper demolition sequence, and the safety of construction site personnel and equipment is ensured. Moreover, by iteratively selecting the initial demolition key area corresponding to the minimum iterative stress analysis value as the priority removal object, the most reasonable demolition sequence can be found. The repeated construction and waiting time caused by unreasonable demolition sequence is avoided, the pause and adjustment in the construction process are reduced, the overall demolition efficiency is improved, and the construction time is shortened.

[0117] The foregoing merely illustrates the principles of the application and application of its more prominent features. Those skilled in the art will appreciate that the application is not limited to the embodiments described and illustrated and that many changes and modifications will occur to them without departing from the spirit and scope of the present application. The present application is therefore not to be limited to the exact details shown and described but only by the scope of the appended claims.

Claims

1. An optimized method for the removal of temporary supports based on BIM technology, characterized in that: include: Using BIM technology to simulate the initial demolition operation of the temporary support structure drawing, the stress monitoring area within the temporary support structure drawing is monitored in real time and analyzed to identify key and non-key areas of the initial demolition and to construct a sequence of non-key areas of the initial demolition. After the initial demolition of the temporary support structure diagram based on the sequence of non-key areas in the initial demolition, the temporary support structure diagram of the second demolition is obtained. The temporary support structure diagram of the second demolition is then analyzed from the perspectives of the cumulative deformation of the initial demolition structure and the synergistic dimension to evaluate the degree of structural rebound of the temporary support structure of the second demolition. If the structural rebound of the temporary support structure in the second demolition is large, then the initial demolition of the non-key areas in the initial demolition sequence and the comparison analysis after the initial demolition will be carried out to determine whether the non-key areas in the initial demolition have become key areas in the initial demolition process. If a non-critical area is transformed into a critical area during the initial demolition process, iterative stress analysis values ​​are obtained to optimize the sequence of non-critical areas. The process of analyzing the stress monitoring area defined in the real-time monitoring diagram of the initial dismantled temporary support structure is as follows: The stress monitoring area is divided into multiple stress monitoring sub-regions by grid method. The stress in each stress monitoring sub-region is obtained and the standard deviation is calculated. The standard deviation of the regional stress is output. The number of critical connection nodes in each stress monitoring area is obtained and the ratio is calculated with the total number of critical nodes in the entire temporary support structure. The ratio of the number of critical nodes in the area is output and summed with the standard deviation of the stress in the area to output the area type identification value. The process of identifying key and non-key areas for initial demolition and constructing a sequence of non-key areas for initial demolition is as follows: If the region type identification value is greater than or equal to the region type identification threshold, it is marked as a key region for initial demolition. If the region type identification value is less than the region type identification threshold, it is marked as a non-key region for initial demolition. The area type identification values ​​corresponding to the initial demolition of non-key areas are arranged in ascending order to construct a sequence of initial demolition of non-key areas; The process of analyzing the temporary support structure diagram for the second demolition from the perspective of cumulative structural deformation during the initial demolition is as follows: The key connection nodes in the initial dismantling of the temporary support structure diagram are transformed into the coordinates of key points in a three-dimensional spatial coordinate system. The key connection nodes in the temporary support structure diagram of the second demolition are transformed into the coordinates of key points in a three-dimensional spatial coordinate system. ), where n represents the total number of key connection nodes in the initial demolition temporary support structure diagram, and m represents the total number of key connection nodes in the second demolition temporary support structure diagram; Extract the coordinates of key connection nodes in the second-stage temporary support structure diagram and the first-stage temporary support structure diagram. After processing the coordinates according to the Euclidean distance formula, calculate the ratio with the total perimeter in the first-stage temporary support structure diagram and output the cumulative deformation value. The process of analyzing the temporary support structure diagram for the second demolition from the perspective of initial demolition structural coordination is as follows: On the temporary support structure diagram of the second demolition, the cumulative deformation values ​​corresponding to the coordinates of adjacent key connection nodes in the spatial dimension are combined and relative deformation is calculated to obtain the coordination value of the adjacent structure. The average value of the coordination values ​​of adjacent structures is calculated to obtain the structural coordination value. The process for assessing the structural rebound of the temporary support structure after demolition is as follows: The cumulative deformation value is summed with the structural synergy value to output the structural springback value. If the structural springback value is greater than or equal to the structural springback threshold, it is displayed as a large structural springback signal; Within the sequence of non-priority areas in the initial demolition phase, the process of comparing non-priority areas during and after the initial demolition phase is as follows: The stress in each stress monitoring sub-region of the remaining non-key area of ​​the initial demolition is obtained during the simulated initial demolition process and after the simulated initial demolition, and is used as the sub-region stress during the initial demolition and the sub-region stress after the initial demolition. The stress in the sub-region during initial demolition and the stress in the sub-region after initial demolition are combined in each stress monitoring sub-region within the same non-key area of ​​initial demolition to obtain multiple stress combinations of sub-regions before and after initial demolition. The Euclidean distance between the stress in the sub-region during initial demolition and the stress in the sub-region after initial demolition in each stress combination of sub-regions before and after initial demolition is calculated, and the ratio with the stress in the sub-region during initial demolition is calculated to obtain the stress change value of the sub-region. The average value of the stress change value of the sub-region is calculated to obtain the stress change ratio of the initial demolition in the non-key area. Obtain the number of regional key points in the remaining non-key areas of the initial demolition within the initial demolition temporary support structure diagram, and the number of regional key points in the second demolition temporary support structure diagram. Subtract the absolute value of the difference and then calculate the ratio with the total number of key nodes in the entire temporary support structure. Output the change ratio of the number of regional key points. The stress change ratio in the initial demolition of non-critical areas is summed with the change ratio of the number of key points in the area to obtain the initial demolition non-critical transformation value. The process for determining whether a non-priority area in the initial demolition phase becomes a priority area during the initial demolition is as follows: The stress change ratio of the non-critical area is summed with the number of key points in the area to calculate the initial non-critical transformation value. If the initial non-critical transformation value is greater than or equal to the initial non-critical transformation threshold, it is displayed as an area transformation signal and marked as an initial non-critical transformation area. If the initial demolition non-key conversion value is less than the initial demolition non-key conversion threshold, it will be displayed as a signal that the area has not changed. Then, the demolition operation will be carried out according to the order of the initial demolition non-key areas in the initial demolition non-key area sequence. The process of obtaining the iterative stress analysis values ​​is as follows: Within the sequence of non-key areas in the initial demolition, extract the conversion value of the remaining key areas in the initial demolition after each initial demolition of the non-key areas, and sum it with the area type identification value to output the iterative stress analysis value. The process of optimizing the initial dismantling sequence of non-priority areas is as follows: The initial non-key areas in the initial demolition sequence are demolished one by one according to their order. After each initial non-key area is demolished, the iterative stress analysis value corresponding to the remaining initial key areas in the initial demolition sequence is obtained and compared. The initial key area corresponding to the smallest iterative stress analysis value is selected as the priority initial key area. Following the method of prioritizing key demolition areas, iterative processing is carried out until the key demolition areas within the sequence of non-key demolition areas are demolished, and then the demolition operation of the key demolition areas is carried out.

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