BIM (Building Information Modeling) and reverse deduction-based installation and construction method for reinforcing steel bars in core area of side beam column of low shock insulation layer

Abstract

The invention discloses a low shock insulation layer side beam column core area steel bar installation construction method based on BIM and reverse deduction, which comprises the following steps: S1, based on a drawing, creating an upper buttress corner beam column core area steel bar overall three-dimensional model, and performing grouping and numbering according to the specifications, models and types of node steel bars; s2, through three-dimensional model display and analysis, upper buttress corner beam column core area reinforcing steel bar disassembly simulation is conducted according to a field actual disassembly mode; s3, carrying out secondary assembly and optimization on the three-dimensional model; and S4, on the basis of the three-dimensional model after secondary assembly and optimization, classification, disassembly and coding are performed according to the specifications, models and shapes of the steel bars, and after corresponding sizes are marked, a blanking list is generated to guide construction.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of steel bar installation of beam-column core area complex joint, and particularly relates to a steel bar installation construction method for low seismic layer edge beam-column core area based on BIM and reverse deduction. BACKGROUND

[0002] In the field of building construction, the seismic isolation bearing technology has become one of the core strategies to ensure building safety due to its excellent seismic performance. The core joint of the upper support pier edge beam-column in the seismic layer, as the key connecting part of the seismic system and the upper structure, is like the "joint pivot" of the building seismic system, which bears the important functions of transmitting vertical load, coordinating horizontal deformation and maintaining the stability of the overall structure. The steel bar installation quality of the node area is not only directly related to the effectiveness of the cooperation between the seismic layer and the upper structure, but also has a profound impact on the seismic performance and construction safety of the overall structure. If there is deviation or insufficient anchoring in the steel bar installation, it may lead to brittle failure of the joint under the action of earthquake, thereby weakening the seismic effect and even causing the risk of continuous collapse of the structure. Therefore, strictly controlling the steel bar processing precision, anchoring length, connection method and construction sequence of the joint is the key link to ensure that the seismic performance of the seismic building meets the standards and to ensure construction safety.

[0003] In the existing traditional construction method, two-dimensional drawings cannot intuitively present the spatial conflicts such as steel bar collision and cross installation, which may lead to problems such as deviation of the steel bar position of the seismic bearing, unreasonable steel bar binding sequence leading to installation failure, and additional welding after the steel bar is disconnected, resulting in high rework rate, delayed construction period and quality hazards. However, the existing BIM technology mainly focuses on forward design verification and lacks reverse deduction of construction feasibility, which can only intuitively present the collision problems during steel bar installation but does not provide effective solutions, leading to a disconnection between the design model and the site implementation, and difficulty in ensuring construction efficiency and quality. SUMMARY

[0004] The purpose of the present application is to provide a steel bar installation construction method for the low seismic layer edge beam-column core area based on BIM and reverse deduction to solve the problems raised in the background.

[0005] To achieve the above purpose, the present application provides a steel bar installation construction method for the low seismic layer edge beam-column core area based on BIM and reverse deduction, which comprises the following steps: S1, based on the drawings, creating a three-dimensional model of the steel bars in the upper support pier edge beam-column core area, and grouping and numbering according to the specifications, models and types of the joint steel bars; S2, through three-dimensional model display analysis, simulating the disassembly of the steel bars in the upper support pier edge beam-column core area according to the actual disassembly method on site; S3, secondary assembly and optimization of the three-dimensional model; S4. Based on the secondary group splicing and the optimized three-dimensional model, classify and disassemble and encode according to the steel bar specifications, shapes, and sizes, and generate a cutting list to guide the construction after labeling the corresponding sizes.

[0006] In a preferred embodiment, in step S1, the upper support pier corner beam column core area steel bar whole three-dimensional model includes: column steel bar model, X-direction beam steel bar model, and Y-direction beam steel bar model, the end steel bars of the X-direction beam steel bar model and the Y-direction beam steel bar model are arranged in a double-row bidirectional form and anchored into the column steel bar model in a 90° bending anchor mode.

[0007] In a preferred embodiment, the column steel bar model includes: column X-direction main reinforcement, column Y-direction main reinforcement, column outer large stirrup, column inner X-direction small stirrup, and column inner Y-direction small stirrup, the column X-direction main reinforcement and the column Y-direction main reinforcement are arranged perpendicularly and cross each other to form a steel bar framework, the column outer large stirrup is located at the outermost stirrup position of the column, the column inner X-direction small stirrup and the column inner Y-direction small stirrup are respectively located at the inner side of the column, sequentially tie X-direction and Y-direction column middle reinforcement, and are closely combined with the column outer large stirrup to form a three-row whole arrangement, and the arrangement order is the column outer large stirrup, the column inner X-direction small stirrup, and the column inner Y-direction small stirrup.

[0008] In a preferred embodiment, the X-direction beam steel bar model includes: X-direction beam bottom first-row steel bar, X-direction beam bottom second-row steel bar, X-direction beam top first-row steel bar, X-direction beam top second-row steel bar, and X-direction beam stirrup, wherein the beam bottom steel bars are arranged in two rows, the X-direction beam bottom first-row steel bar is located at the position closest to the beam bottom surface, the X-direction beam bottom second-row steel bar is located above the X-direction beam bottom first-row steel bar, the beam top steel bars are arranged in two rows, the X-direction beam top first-row steel bar is located at the position closest to the beam top surface, the X-direction beam top second-row steel bar is located below the X-direction beam top first-row steel bar, and the X-direction beam stirrup is arranged perpendicularly to the longitudinal reinforcement of the beam along the length direction of the beam to form a closed ring structure.

[0009] In a preferred embodiment, the Y-direction beam steel bar model includes: Y-direction beam bottom first-row steel bar, Y-direction beam bottom second-row steel bar, Y-direction beam top first-row steel bar, Y-direction beam top second-row steel bar, and Y-direction beam stirrup, wherein the beam bottom steel bars are arranged in two rows, the Y-direction beam bottom first-row steel bar is located at the position closest to the beam bottom surface, the Y-direction beam bottom second-row steel bar is located above the Y-direction beam bottom first-row steel bar, the beam top steel bars are arranged in two rows, the Y-direction beam top first-row steel bar is located at the position closest to the beam top surface, the Y-direction beam top second-row steel bar is located below the Y-direction beam top first-row steel bar, and the Y-direction beam stirrup is arranged perpendicularly to the longitudinal reinforcement of the beam along the length direction of the beam to form a closed ring structure.

[0010] In a preferred embodiment, in step S2, through three-dimensional model display analysis, according to the actual site demolition mode, the upper support pier corner beam column core area steel bar disassembly simulation is performed, including: S21, the whole of the column outside large hoop, the column inside X small hoop and the column inside Y small hoop on the upper half of the three-dimensional model is moved down, and the second row of X beam top reinforcement and the second row of Y beam top reinforcement are removed; S22, the whole of the column outside large hoop, the column inside X small hoop and the column inside Y small hoop on the bottom side of the three-dimensional model is moved up, and the second row of X beam bottom reinforcement and the second row of Y beam bottom reinforcement are removed; S23, after the whole of the column outside large hoop, the column inside X small hoop and the column inside Y small hoop on the bottom side of the three-dimensional model is moved up, the first row of Y beam bottom reinforcement and the first row of X beam bottom reinforcement are removed; S24, X beam top first row reinforcement and Y beam top first row reinforcement are respectively erected by adopting two-way steel pipe or welding different height stirrup, so that the X beam top first row reinforcement and the Y beam top first row reinforcement are at three levels of height, the first and second steel bars at both ends of the column X main reinforcement are displaced to the middle part, the first and second steel bars at both ends of the column Y main reinforcement are displaced to the middle part, when there is no conflict between the small hoops on both sides, all the column outside large hoops, the column inside X small hoops and the column inside Y small hoops are removed in turn, and the last column outside large hoop is reserved; S25, the X beam top first row reinforcement, the Y beam top first row reinforcement, the last column outside large hoop, the column Y main reinforcement and the column X main reinforcement are removed in turn.

[0011] In a preferred embodiment, in step S3, the three-dimensional model is assembled and optimized again, including: S31, a reinforcement model bottom control line is drawn, and the column X main reinforcement and the column Y main reinforcement are placed, the first and second column steel bars at both ends of the column X main reinforcement and the column Y main reinforcement are displaced to the middle part, and a column outside large hoop is used to fix the middle part of the column; S32, after placing a steel pipe at the bottom of the column in the X direction, the Y beam top first row reinforcement is placed at the gap according to the control line, a steel pipe is placed on the first steel pipe at an angle of 90°, then the X beam top first row reinforcement is placed, and finally the column outside large hoop, the column inside X small hoop and the column inside Y small hoop are sequentially installed in one group; S33, after the hoop is placed, the displacement reinforcement at both ends of the column is reset, the two steel pipes are removed, the reinforcement is fine-tuned according to the control line, and the reinforcement is uniformly arranged; S34, the X beam bottom first row reinforcement and the Y beam bottom first row reinforcement are inserted according to the control line, and a group of column outside large hoop, column inside X small hoop and column inside Y small hoop are sequentially placed, then the Y beam bottom second row reinforcement and the X beam bottom second row reinforcement are inserted, and finally the hoop position is adjusted according to the hoop spacing and is bound; S35, after the second row of hoops is fixed from top to bottom, insert the Y-direction beam top second row of steel bars, and after fixing the last group of hoops, slightly adjust the steel bar model to reduce collision.

[0012] In a preferred embodiment, in step S2, according to the actual demolition mode on site, the steel bar disassembly simulation of the corner beam column core area of the upper support pier is carried out through three-dimensional model display analysis, and further includes: if it is found that the steel bar cannot be directly disassembled during the demolition process, then the outer column large hoop, the inner column X-direction small hoop and the inner column Y-direction small hoop are adjusted up and down, the collision point steel bar is moved, and then the demolition is carried out.

[0013] In a preferred embodiment, in step S4, based on the three-dimensional model after secondary assembly and optimization, the steel bars are classified and disassembled according to the specifications, types and shapes, and the corresponding sizes are labeled to generate a cutting list to guide construction, and further includes: the steel bars are processed and installed according to the cutting list on site, and finally the problems found in the process of making the physical steel bar sample are optimized again, wherein the cutting list includes a steel bar processing and installation plan and a steel bar detail table.

[0014] Compared with the prior art, the beneficial effects of the present application are: Based on a certain construction project, the height of the isolation layer on site is 2040mm, the height of the lower support pier and the height of the isolation support are subtracted, the height of the upper support pier column is basically the same as the height of the beam, and the beam steel bars of the side column are anchored according to the requirements of the 22G101 steel bar atlas. Since the column height is less than the anchoring length of the beam steel bars, the beam upper steel bars need to be bent twice for steel bar installation construction. Considering the reason of the design of the reinforcement ratio, the support pier hoop cannot be changed into a pull hook form, and the anchor plate is not considered. The column steel bar on site is 32mm in diameter, and the beam main reinforcement is 28mm in diameter. When the overall assembly steel bar is installed, the beam upper steel bars cannot be bent on site, which causes conflict with various hoop steel bars and cannot be installed. Therefore, the inner side small hoop in the middle of the column is disconnected when processing, changed into two double "C" type open hoops, and welded after installation. However, this requires a large amount of welding work, has low construction efficiency, and the quality cannot be guaranteed.

[0015] The present application uses reverse thinking to split the BIM overall three-dimensional model, increases the form of temporary fixing points, sequentially numbers the steel bars in the order from small to large, then assembles the steel bars in the order from large to small, and finally optimizes the assembly sequence. Under the design requirement of the reinforcement ratio, the complex steel bar joint that cannot be installed and assembled under normal conditions on site can be realized, the model analysis can be carried out in advance, the space conflict can be predicted in advance, the construction steps can be dynamically planned, and a closed loop control of "model-splitting-secondary assembly optimization-construction" is formed, so that the steel bar installation precision is significantly improved, the quality defects caused by steel bar disconnection and secondary welding process are avoided, the steel bar skeleton system is formed once, the steel bar skeleton quality is ensured, and the construction efficiency is significantly improved. BRIEF DESCRIPTION OF DRAWINGS

[0016] Figure 1 For the BIM-based and reverse deduction of the low isolation layer edge beam column core area steel installation construction method flow chart of the application; Figure 2 For the upper support pier corner beam column core area steel whole three-dimensional model of the application; Figure 3 For the upper support pier corner beam column core area steel after splitting column steel model schematic diagram of the application; Figure 4 For the upper support pier corner beam column core area steel after splitting X direction beam steel model schematic diagram of the application; Figure 5 For the upper support pier corner beam column core area steel after splitting Y direction beam steel model schematic diagram of the application. DETAILED DESCRIPTION

[0017] The technical solutions in the embodiments of the application will be described clearly and completely below. All other embodiments obtained by the person skilled in the art without creative labor on the basis of the embodiments in the application belong to the protection scope of the application.

[0018] As shown in Figures 1 to 5 The BIM-based and reverse deduction of the low isolation layer edge beam column core area steel installation construction method of the application comprises the following steps: Step S1, based on drawings, create an upper support pier corner beam column core area steel whole three-dimensional model, and group and number according to node steel specifications, models and types. The upper support pier corner beam column core area steel whole three-dimensional model comprises a column steel model 101, an X direction beam steel model 102 and a Y direction beam steel model 103. The end steel of the X direction beam steel model 102 and the Y direction beam steel model 102 is arranged in a double-row bidirectional form and anchored into the column steel model 101 in a 90° bending anchor mode.

[0019] The column steel model comprises a column X direction main reinforcement 1, a column Y direction main reinforcement 2, a column outer large stirrup a, a column inner X direction small stirrup b and a column inner Y direction small stirrup c. The column X direction main reinforcement 1 and the column Y direction main reinforcement 2 are arranged perpendicularly and cross each other to form a steel framework. The column outer large stirrup a is located at the outermost stirrup position of the column. The column inner X direction small stirrup b and the column inner Y direction small stirrup c are respectively located at the inner side of the column, successively tie X direction and Y direction column middle reinforcements, and are closely combined with the column outer large stirrup a to form a three-row whole arrangement, and the arrangement order is successively the column outer large stirrup a, the column inner X direction small stirrup b and the column inner Y direction small stirrup c. The column outer large stirrup starts at 50 mm, and the interval between each group of column outer large stirrups is 100 mm after grouping, further strengthening the constraint on the column steel.

[0020] The X-direction beam steel bar model comprises: an X-direction beam bottom first row steel bar 3, an X-direction beam bottom second row steel bar 4, an X-direction beam top first row steel bar 5, an X-direction beam top second row steel bar 6 and an X-direction beam stirrup d. In the longitudinal section of the X-direction beam, the beam bottom steel bar and the beam top steel bar are arranged in layers, the beam bottom steel bar is located in the lower part of the beam, and the beam top steel bar is located in the upper part of the beam. The beam bottom steel bar is arranged in two rows with a spacing of 70 mm (considering the diameter of three rows of column stirrups), the X-direction beam bottom first row steel bar 3 is located closest to the beam bottom surface and directly bears the maximum tensile stress of the beam bottom; the X-direction beam bottom second row steel bar 4 is located above the X-direction beam bottom first row steel bar 3 and bears the tensile force of the beam bottom together with the X-direction beam bottom first row steel bar 3. The beam top steel bar is arranged in two rows with a spacing of 70 mm (considering the diameter of three rows of column stirrups), the X-direction beam top first row steel bar 5 is located closest to the beam top surface and bears the tensile force in the negative bending moment area of the beam support; the X-direction beam top second row steel bar 6 is located below the X-direction beam top first row steel bar 5 and assists the X-direction beam top first row steel bar 5 to bear the tensile force of the beam top. The X-direction beam stirrup d is arranged perpendicular to the longitudinal bar of the beam along the length direction of the beam, has a step bar of 50 mm, has an interval of 100 mm in the densification area and has an interval of 200 mm in the non-densification area, and forms a closed ring structure. The X-direction beam stirrup is fixed by lead wire binding at the intersection points of the X-direction beam stirrup and each row of steel bars of the beam bottom and the beam top, so as to ensure that the X-direction beam stirrup is closely attached to the longitudinal bar.

[0021] The Y-direction beam steel bar model comprises: a Y-direction beam bottom first row steel bar 7, a Y-direction beam bottom second row steel bar 8, a Y-direction beam top first row steel bar 9, a Y-direction beam top second row steel bar 10 and a Y-direction beam stirrup e. In the longitudinal section of the Y-direction beam, the beam bottom steel bar and the beam top steel bar are arranged in layers, the beam bottom steel bar is located in the lower part of the beam, and the beam top steel bar is located in the upper part of the beam. The beam bottom steel bar is arranged in two rows with a spacing of 70 mm (considering the diameter of three rows of column stirrups), the Y-direction beam bottom first row steel bar 7 is located closest to the beam bottom surface, the Y-direction beam bottom second row steel bar 8 is located above the Y-direction beam bottom first row steel bar 7, the beam top steel bar is arranged in two rows and directly bears the maximum tensile stress of the beam bottom. The Y-direction beam top first row steel bar 9 is located closest to the beam top surface, the Y-direction beam top second row steel bar 10 is located below the Y-direction beam top first row steel bar 9 and bears the tensile force of the beam bottom together with the Y-direction beam top first row steel bar, and the Y-direction beam stirrup e is arranged perpendicular to the longitudinal bar of the beam along the length direction of the beam, has a step bar of 50 mm, has an interval of 100 mm in the densification area and has an interval of 200 mm in the non-densification area, and forms a closed ring structure. The Y-direction beam stirrup is fixed by lead wire binding at the intersection points of the Y-direction beam stirrup and each row of steel bars of the beam bottom and the beam top, so as to ensure that the Y-direction beam stirrup is closely attached to the longitudinal bar.

[0022] When the uppermost row of steel bars of the X-direction and Y-direction beams are anchored into the inside of the column at an angle of 90°, the length of the straight section of the beam bending anchor is greater than the height of the column, and the steel bar straight section needs to be bent again at an angle of 90° when it extends to the beam bottom, and the steel bar straight section is arranged in a staggered manner with the beam bottom steel bar.

[0023] Step S2, according to the actual demolition method, the reinforcement of the core area of the upper support pier corner beam column is simulated by three-dimensional model display analysis. Specifically, it includes: Step S21, the whole of the column outside large stirrup a, the column inside X direction small stirrup b and the column inside Y direction small stirrup c on the upper half of the three-dimensional model is moved down, the second row of reinforcement 6 on the top of the X direction beam and the second row of reinforcement 10 on the top of the Y direction beam are removed; Step S22, the whole of the column outside large stirrup a, the column inside X direction small stirrup b and the column inside Y direction small stirrup c above the second row on the bottom side of the three-dimensional model is moved up, the second row of reinforcement 4 on the bottom of the X direction beam and the second row of reinforcement 8 on the bottom of the Y direction beam are removed; Step S23, after the whole of the column outside large stirrup a, the column inside X direction small stirrup b and the column inside Y direction small stirrup c on the first row on the bottom side is moved up and fixed, the first row of reinforcement 7 on the bottom of the Y direction beam and the first row of reinforcement 3 on the bottom of the X direction beam are removed; Step S24, the X direction beam top first row of reinforcement 5 and the Y direction beam top first row of reinforcement 9 are respectively supported by φ48.3 steel pipe two-way or welded different height type stirrups, so that the X direction beam top first row of reinforcement 5 and the Y direction beam top first row of reinforcement 9 are at three levels of height with the column reinforcement, the first and second column reinforcements at both ends of the column X direction main reinforcement 1 are displaced to the middle part, the first and second column reinforcements at both ends of the column Y direction main reinforcement 2 are displaced to the middle part, when there is no conflict between the small stirrups on both sides, all the column outside large stirrups a, the column inside X direction small stirrups b and the column inside Y direction small stirrups are removed in turn, and the last column outside large stirrup a is reserved without being removed; Step S25, finally, the X direction beam top first row of reinforcement 5, the Y direction beam top first row of reinforcement 9, the last column outside large stirrup a, the column Y direction main reinforcement 2 and the column X direction main reinforcement 1 are removed in turn.

[0024] If it is found that the reinforcement cannot be directly removed during the removal process, the column outside large stirrup a, the column inside X direction small stirrup b and the column inside Y direction small stirrup c are adjusted up and down, and the collision point reinforcement is moved before removal, or other position reinforcement is removed by this method first.

[0025] Step S3, three-dimensional model secondary assembly and optimization, including: Step S31, draw the reinforcement model bottom control line, place the column X direction main reinforcement 1 and the column Y direction main reinforcement 2 respectively, displace the first and second column reinforcements at both ends of the column X direction main reinforcement 1 and the column Y direction main reinforcement 2 to the middle part, and fix the middle part with a column outside large stirrup a.

[0026] Step S32, after placing a φ48.3 steel pipe at the bottom of the column X direction, place the Y direction beam top first row of reinforcement 9 at the gap according to the control line, place another steel pipe with a 90° angle with the first steel pipe on the first steel pipe, then place the X direction beam top first row of reinforcement 5, and finally install them in turn according to the column outside large stirrup a, the column inside X direction small stirrup b and the column inside Y direction small stirrup c.

[0027] Step S33, after the placement of stirrups, reset the displacement of the column ends, remove the two φ48.3 steel pipes, adjust the reinforcement according to the control line, and keep the reinforcement evenly arranged.

[0028] Step S34, start inserting the first row of X-direction beam bottom reinforcement 3 and Y-direction beam bottom reinforcement 7 according to the control line, then successively place a group of outer large stirrup a, column inner side X-direction small stirrup b, column inner side Y-direction small stirrup c, then insert the second row of Y-direction beam bottom reinforcement 8 and X-direction beam bottom reinforcement 4, and finally adjust the position of the stirrup according to the stirrup spacing and bind it.

[0029] Step S35, after the second row of stirrups from top to bottom is fixed, insert the second row of Y-direction beam top reinforcement 10 and X-direction beam top reinforcement 6, and after fixing the last group of stirrups, slightly adjust the reinforcement model to reduce collision.

[0030] Step S4, based on the three-dimensional model after secondary assembly and optimization, classify and disassemble the coding according to the reinforcement specifications, shapes, and sizes, generate a cutting list to guide the construction, and the construction site processes and installs the reinforcement according to the cutting list, and finally optimizes again through the problems found in the process of making the physical reinforcement sample, wherein the cutting list includes the reinforcement processing and installation plan and the reinforcement detail table.

[0031] Although the embodiments of the present application have been shown and described, it can be understood by those skilled in the art that various changes, modifications, replacements and variations can be made to the embodiments without departing from the principles and spirits of the present application, and the scope of the present application is defined by the appended claims and their equivalents.

Claims

1. A construction method for installing reinforcing steel bars in the core area of ​​edge beams and columns in low-isolation layers based on BIM and reverse engineering, characterized in that: Includes the following steps: S1. Based on the drawings, create an overall three-dimensional model of the core reinforcement of the corner beams and columns of the upper support pier, and group and number them according to the specifications, models and types of the node reinforcement. S2. Through three-dimensional model display and analysis, simulate the dismantling of steel reinforcement in the core area of ​​the corner beams and columns of the upper support pier based on the actual demolition method on site; S3, secondary assembly and optimization of the 3D model; S4. Based on the secondary assembly and optimization of the three-dimensional model, the steel bars are classified, disassembled, and coded according to their specifications, models, and shapes. After marking the corresponding dimensions, a cutting list is generated to guide the construction.

2. The method for installing reinforcing steel bars in the core area of ​​the edge beams and columns of a low-isolation layer based on BIM and reverse engineering as described in claim 1, characterized in that: In step S1, the overall three-dimensional model of the core area of ​​the upper support pier corner beam and column reinforcement includes: column reinforcement model (101), X-direction beam reinforcement model (102) and Y-direction beam reinforcement model (103). The end reinforcement of the X-direction beam reinforcement model (102) and the Y-direction beam reinforcement model (103) are arranged in a double row and bidirectional form, and are anchored into the column reinforcement model (101) by a 90° bent anchor method.

3. The method for installing reinforcing steel bars in the core area of ​​the edge beams and columns of a low-isolation layer based on BIM and reverse engineering as described in claim 2, characterized in that: The column reinforcement model (101) includes: column X-direction main reinforcement (1), column Y-direction main reinforcement (2), column outer large stirrup (a), column inner X-direction small stirrup (b), and column inner Y-direction small stirrup (c). The column X-direction main reinforcement (1) and column Y-direction main reinforcement (2) are arranged perpendicularly to each other to form a reinforcement skeleton. The column outer large stirrup (a) is located at the outermost stirrup position of the column. The column inner X-direction small stirrup (b) and column inner Y-direction small stirrup (c) are located on the inner side of the column, respectively, and are connected to the column middle reinforcement in the X and Y directions in sequence. They are closely attached to the column outer large stirrup (a) to form three rows of integral arrangement, and the arrangement order is column outer large stirrup (a), column inner X-direction small stirrup (b), and column inner Y-direction small stirrup (c).

4. The method for installing reinforcing steel bars in the core area of ​​the edge beams and columns of a low-isolation layer based on BIM and reverse engineering as described in claim 3, characterized in that: The X-direction beam reinforcement model (102) includes: the first row of X-direction beam bottom reinforcement (3), the second row of X-direction beam bottom reinforcement (4), the first row of X-direction beam top reinforcement (5), the second row of X-direction beam top reinforcement (6), and X-direction beam stirrups (d). The bottom reinforcement is arranged in two rows, with the first row of X-direction beam bottom reinforcement (3) located closest to the bottom surface of the beam and the second row of X-direction beam bottom reinforcement (4) located above the first row of X-direction beam bottom reinforcement (3). The top reinforcement is arranged in two rows, with the first row of X-direction beam top reinforcement (5) located closest to the top surface of the beam and the second row of X-direction beam top reinforcement (6) located below the first row of X-direction beam top reinforcement (5). The X-direction beam stirrups (d) are arranged perpendicular to the longitudinal reinforcement of the beam along the length of the beam to form a closed ring structure.

5. The method for installing reinforcing steel bars in the core area of ​​the edge beams and columns of a low-isolation layer based on BIM and reverse engineering as described in claim 4, characterized in that: The Y-direction beam reinforcement model (103) includes: the first row of Y-direction beam bottom reinforcement (7), the second row of Y-direction beam bottom reinforcement (8), the first row of Y-direction beam top reinforcement (9), the second row of Y-direction beam top reinforcement (10), and Y-direction beam stirrups (e). The bottom reinforcement is arranged in two rows. The first row of Y-direction beam bottom reinforcement (7) is located closest to the bottom surface of the beam, and the second row of Y-direction beam bottom reinforcement (8) is located above the first row of Y-direction beam bottom reinforcement (7). The top reinforcement is arranged in two rows. The first row of Y-direction beam top reinforcement (9) is located closest to the top surface of the beam, and the second row of Y-direction beam top reinforcement (10) is located below the first row of Y-direction beam top reinforcement (9). The Y-direction beam stirrups (e) are arranged perpendicular to the longitudinal reinforcement of the beam along the length of the beam to form a closed ring structure.

6. The method for installing reinforcing steel bars in the core area of ​​the edge beams and columns of a low-isolation layer based on BIM and reverse engineering as described in claim 5, characterized in that: In step S2, a 3D model is used for display and analysis. Based on the actual demolition method on site, a simulation of the dismantling of the reinforcing steel bars in the core area of ​​the corner beams and columns of the upper support pier is performed, including: S21. The outer side of the column of the upper part of the three-dimensional model (a), the inner side of the column (b) the small stirrup in the X direction (c) and the inner side of the column (c) are moved down as a whole, and the second row of steel bars (6) at the top of the X direction beam and the second row of steel bars (10) at the top of the Y direction beam are removed. S22. The outer side of the column's large stirrups (a), the inner side of the column's X-direction small stirrups (b), and the inner side of the column's Y-direction small stirrups (c) are moved upward as a whole, and the second row of X-direction beam bottom reinforcement (4) and the second row of Y-direction beam bottom reinforcement (8) are removed. S23. The outer side of the first row of columns on the bottom side of the three-dimensional model (a), the inner side of the column (b) the small stirrups in the X direction (c) and the inner side of the column (c) are moved upward as a whole and fixed. The first row of steel bars at the bottom of the Y direction beam (7) and the first row of steel bars at the bottom of the X direction beam (3) are removed. S24. Using steel pipe bidirectional or welded stirrups of different heights, the first row of steel bars (5) on the top of the X-direction beam and the first row of steel bars (9) on the top of the Y-direction beam are respectively supported, so that the first row of steel bars (5) on the top of the X-direction beam and the first row of steel bars (9) on the top of the Y-direction beam are at three different height levels with the column steel bars. The first and second steel bars at both ends of the column X-direction main reinforcement (1) are moved to the middle, and the first and second steel bars at both ends of the column Y-direction main reinforcement (2) are moved to the middle. When ensuring that there is no conflict between the small stirrups on both sides, all the large stirrups (a) on the outside of the column, the small stirrups (b) on the inside of the column X-direction, and the small stirrups (b) on the inside of the column Y-direction are removed in sequence. The last large stirrup (a) on the outside of the column is left unremoved. S25. Finally, remove the first row of steel bars (5) on the top of the X-direction beam, the first row of steel bars (9) on the top of the Y-direction beam, the last outer stirrup (a) of the column, the main Y-direction reinforcement (2) of the column, and the main X-direction reinforcement (1) of the column in sequence.

7. The method for installing reinforcing steel bars in the core area of ​​the edge beams and columns of a low-isolation layer based on BIM and reverse engineering as described in claim 6, characterized in that: Step S3 involves secondary assembly and optimization of the 3D model, including: S31. Draw the bottom control line of the steel reinforcement model, and place the column X-direction main reinforcement (1) and column Y-direction main reinforcement (2) respectively. The first and second column steel bars at both ends of the column X-direction main reinforcement (1) and column Y-direction main reinforcement (2) are displaced towards the middle. The middle of the column is fixed by a large stirrup (a) on the outer side of the column. S32. After placing a steel pipe in the X direction at the bottom of the column, place the first row of Y-direction beam top reinforcement (9) in the gap according to the control line. Place another steel pipe on the first steel pipe at a 90° angle with it. Then place the first row of X-direction beam top reinforcement (5). Finally, install the large stirrups (a) on the outside of the column, the small stirrups (b) in the X direction on the inside of the column, and the small stirrups (c) in the Y direction on the inside of the column in sequence. S33. After the stirrups are placed, reset the displacement reinforcing bars at both ends of the column, remove the two steel pipes, and fine-tune the reinforcing bars according to the control line to keep the reinforcing bars evenly distributed. S34. Start by inserting the first row of steel bars (3) at the bottom of the X-direction beam and the first row of steel bars (7) at the bottom of the Y-direction beam according to the control line. Then, place a set of outer large stirrups (a), inner X-direction small stirrups (b), and inner Y-direction small stirrups (c) in sequence. Then, insert the second row of steel bars (8) at the bottom of the Y-direction beam and the second row of steel bars (4) at the bottom of the X-direction beam. Finally, adjust the position of the stirrups according to the stirrup spacing and tie them. S35. After the second row of stirrups from top to bottom is fixed, insert the second row of steel bars (10) at the top of the Y-direction beam and the second row of steel bars (6) at the top of the X-direction beam. After fixing the last set of stirrups, fine-tune the steel bar model to reduce collisions.

8. The method for installing reinforcing steel bars in the core area of ​​edge beams and columns of low seismic isolation layers based on BIM and reverse engineering as described in claim 1, characterized in that: In step S2, a three-dimensional model is used for display and analysis. Based on the actual demolition method on site, the core area of ​​the beam and column of the upper support pier is simulated for steel bar dismantling. It also includes: if it is found that the steel bar cannot be directly removed during the demolition process, the large stirrups on the outer side of the column (a), the small stirrups in the X direction on the inner side of the column (b), and the small stirrups in the Y direction on the inner side of the column (c) are adjusted up and down, and the steel bar at the collision point is moved before demolition.

9. The method for installing reinforcing steel bars in the core area of ​​the edge beams and columns of a low-isolation layer based on BIM and reverse engineering as described in claim 1, characterized in that: In step S4, based on the secondary assembly and optimization of the three-dimensional model, the steel bars are classified, disassembled, and coded according to their specifications, models, and shapes. After marking the corresponding dimensions, a cutting list is generated to guide the construction. This also includes: steel bar processing and installation on the construction site according to the cutting list. Finally, the problems found during the production of the physical steel bar template are optimized again. The cutting list includes a steel bar processing and installation plan and a steel bar detail table.

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