Construction method for conflict treatment of super-high core tube super-dense diagonal oblique rib and stiff steel skeleton

Abstract

The present application relates to the construction method for conflict treatment of super-high core tube super-dense diagonal oblique rib and stiff steel skeleton, comprising the following steps: software working condition simulation analysis, determining the floor and distribution position with diagonal oblique rib coupling beam, establishing three-dimensional model, carrying out space avoidance analysis, and analyzing diagonal oblique rib arrangement model; determining replacement scheme and coupling beam range, using diagonal steel plate to replace the conflict diagonal oblique rib, and reserving a small amount of diagonal oblique rib arranged outside the range of stiff steel skeleton on both sides of the coupling beam; designing and prefabricating diagonal steel plate; on site, welding the diagonal steel plate on the stiff steel skeleton; coupling beam main rib connection and concentrated hoop rib penetration; arranging the remaining diagonal oblique rib, symmetrically penetrating the diagonal oblique rib outside the range of stiff steel skeleton; coupling beam side horizontal rib and tension rib binding; supporting formwork and pouring concrete. The diagonal steel plate and the both-end stiff steel skeleton flange are full penetration welded into one body, only a small amount of diagonal oblique rib is reserved on both sides of the stiff steel skeleton, and the purpose of conflict treatment of super-dense diagonal oblique rib and stiff steel skeleton is achieved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building construction, more particularly to a construction method for solving the conflict between super-high core tube super-dense diagonal oblique bars and stiff steel bones. BACKGROUND

[0002] With the continuous acceleration of urbanization development process, super-high buildings occupy an increasingly important position in urban construction. How to improve the seismic performance of these buildings has become a technical problem to be solved. In the prior art, the design form of the super-high tube-in-tube structure is favored by designers due to its excellent seismic performance. In this structure, the diagonal oblique bars of the coupling beams become the preferred structural form for seismic design of super-high core tubes, which is used to improve the shear bearing capacity of the components and increase the overall stiffness and stability of the core tube structure.

[0003] However, in areas with seismic fortification intensity of 8 degrees and above, the design of diagonal oblique bars of coupling beams presents the characteristics of large number and large diameter due to the large influence of seismic force. In addition, the high requirement for core tube clearance layout of conventional super-high public building projects often results in small design size of coupling beams. The wall web of the shear wall at both ends of the coupling beam is mostly designed with stiff steel bone columns, so the super-dense arrangement of large-diameter diagonal oblique bars in the narrow space of the coupling beam becomes an intractable engineering problem. Especially, the hard collision problem between the anchoring length area of the diagonal oblique bars and the stiff steel bones in the wall web cannot be effectively solved. Even if BIM forward design is used for construction simulation and three-dimensional arrangement, it is still very difficult to arrange the diagonal oblique bars of the core tube coupling beam and the stiff steel bones, and in some cases, it is even impossible to arrange them.

[0004] Under this background, how to provide a construction method for solving the conflict between super-high core tube super-dense diagonal oblique bars and stiff steel bones is a problem to be solved by those skilled in the art. SUMMARY

[0005] Therefore, the purpose of the present application is to provide a construction method for solving the conflict between super-high core tube super-dense diagonal oblique bars and stiff steel bones.

[0006] The technical scheme of the present application is a construction method for solving the conflict between super-high core tube super-dense diagonal oblique bars and stiff steel bones, comprising the following steps:

[0007] S1, software working condition simulation analysis is performed to determine the floors and distribution positions of the coupling beams with diagonal oblique bars, a three-dimensional model is established, space avoidance analysis is performed, and the diagonal oblique bar arrangement model is analyzed;

[0008] S2, the replacement scheme and the coupling beam range are determined, diagonal steel plates are used to replace the conflict diagonal oblique bars, and a small amount of diagonal oblique bars are arranged outside the stiff steel bone range on both sides of the coupling beam;

[0009] S3, design, prefabricate diagonal steel plate;

[0010] S4, on-site welding of diagonal steel plate on steel skeleton;

[0011] S5, main reinforcement of coupling beam connection and concentrated hoop bar penetration;

[0012] S6, arrange the remaining diagonal oblique bars, and symmetrically penetrate the diagonal oblique bars outside the scope of the steel skeleton;

[0013] S7, coupling beam side horizontal bar and tension bar binding;

[0014] S8, set up the formwork and pour the concrete.

[0015] According to the construction method, in S2, the replacement scheme is determined, the diagonal oblique bars in two directions on the same side of the coupling beam are each arranged in no more than two vertical rows and no more than one horizontal row, that is, the n-4 diagonal oblique bars in each direction in the coupling beam are replaced by the diagonal steel plate in equal area, and the remaining 4 diagonal oblique bars are symmetrically arranged on both sides of the coupling beam to ensure that the clearance between adjacent diagonal oblique bars is not less than 25mm, wherein n is the number of diagonal oblique bars in each direction.

[0016] According to the construction method, the diagonal steel plate in any one of the two directions on the same side of the coupling beam is symmetrically arranged according to 1 / 3 of the sectional dimension of the steel skeleton.

[0017] According to the construction method, the diagonal steel plates in two directions on the same side of the coupling beam are vertically connected at the wing flange of the steel skeleton through a full penetration weld.

[0018] According to the construction method, in S3, the design parameters of the diagonal steel plate are first determined, including at least the size, material, positioning elevation of the steel plate, and the size and positioning of the side hoop bar hole and the tension bar hole; wherein the cross-sectional area of a single diagonal steel plate is determined according to the equal area replacement principle, the thickness of the diagonal steel plate is determined to be 25-35mm considering the operation convenience of the welding position of the diagonal steel plate and the weld quality, and then the width of the diagonal steel plate is determined; the diagonal steel plate weld range should not exceed the main reinforcement of the coupling beam and the inner surface of the lap plate welded with the wing flange of the steel skeleton, and the elevation and length of the two ends of the diagonal steel plate are determined.

[0019] When prefabricating and processing, thick lifting lugs are arranged on the long edges of the diagonal steel plate, welding backing plates are arranged at both sides of the end portions of the lifting lugs, and hoop bar holes and tension bar holes are reserved on the diagonal steel plate.

[0020] According to the construction method, in S4, the groove form of the weld is a single 45° V-type groove, the length of the welding backing plate beyond the two ends of the weld is not less than 30mm, and the welding backing plate is made of the same material as the diagonal steel plate.

[0021] According to the construction method, the specific steps of S5, the main reinforcement of the coupling beam connection and the concentrated hoop bar penetration, are as follows:

[0022] S51, install longitudinal reinforcement and stirrup of both sides of shear wall hidden column: before installing the main reinforcement of the coupling beam, the longitudinal reinforcement and stirrup of both sides of the shear wall hidden column need to be installed; in order to facilitate the smooth penetration of the stirrup into the diagonal steel plate and the corbel of the stiff steel skeleton, the stirrup is split into L-shaped or U-shaped, and then a closed stirrup is formed by lap welding;

[0023] S52, connect the main reinforcement of the coupling beam: after the installation of the longitudinal reinforcement and stirrup of the shear wall hidden column is completed, the main reinforcement of the coupling beam is connected, the stirrup of the shear wall hidden column is penetrated into the coupling beam, and the uniform distribution is not immediately bound to leave the arrangement space for the diagonal oblique reinforcement.

[0024] According to the construction method of the application, S6, arrange the remaining diagonal oblique reinforcement: after S52 is completed, the diagonal oblique reinforcement outside the range of the stiff steel skeleton is symmetrically penetrated, and the main reinforcement and stirrup of the shear wall hidden column are reasonably avoided; this step ensures that the diagonal oblique reinforcement can be smoothly anchored into the shear wall, while avoiding the conflict between the diagonal oblique reinforcement and the installation position of the main reinforcement and stirrup of the shear wall hidden column.

[0025] According to the construction method of the application, S7, complete the binding of the horizontal reinforcement and the tension reinforcement on the side of the coupling beam: after the installation of the diagonal oblique reinforcement is completed, the stirrup previously concentrated in the coupling beam is uniformly distributed, and then the horizontal reinforcement of the two sides of the shear wall is uniformly arranged on the side of the coupling beam, and finally the tension reinforcement is installed; the horizontal spacing of the tension reinforcement is preferably twice the spacing of the stirrup, and the upper and lower rows of tension reinforcement are staggered.

[0026] According to the construction method of the application, the tension reinforcement penetrating the diagonal steel plate is a semi-finished product with a 135° hook at one end and a straight arrangement at the other end; after penetrating the diagonal steel plate, the straight end of the semi-finished tension reinforcement is bent to 90° on site.

[0027] According to the above technical solution, compared with the prior art, the application has the following beneficial effects:

[0028] When the wall web of the shear wall at both ends of the coupling beam has stiff reinforcement, the application uses diagonal steel plates to replace the diagonal oblique reinforcement at the conflict position through BIM forward design. The diagonal steel plate is integrally welded with the flanges of the stiff steel skeleton at both ends by full penetration welding, only a small amount of diagonal oblique reinforcement is reserved on both sides of the stiff steel skeleton, and the purpose of conflict treatment of super-dense diagonal oblique reinforcement and stiff steel skeleton is achieved. The diagonal steel plate is used to resist most of the shear force, which improves the shear bearing capacity; and the diagonal oblique reinforcement on the outside resists the remaining small amount of shear force, and the small amount of diagonal oblique reinforcement on the outside mainly cooperates with the coupling beam stirrup to participate in the crack resistance of the concrete cover of the coupling beam.

[0029] The application guarantees the shear bearing capacity of the coupling beam, solves the engineering problem of the conflict between the super-dense diagonal oblique reinforcement and the stiff steel skeleton, reduces the steel binding engineering quantity, avoids the problem of poor concrete density caused by the over-dense reinforcement, realizes the double improvement of the reinforcement and concrete construction quality and safety, and speeds up the core tube construction speed.

[0030] The method of the application is suitable for the super-high core tube coupling beam design with super-dense diagonal oblique reinforcement, so as to solve the working condition that the diagonal oblique reinforcement and the stiff steel skeleton in the wall web of the shear wall on both sides of the coupling beam exist hard conflict and cannot be installed. Meanwhile, the method is also suitable for similar projects with high seismic requirements and limited cost steel plate walls. BRIEF DESCRIPTION OF DRAWINGS

[0031] In order to more clearly illustrate the technical solutions in the embodiments of the application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description only constitute the embodiments of the application, and for those skilled in the art, other drawings can also be obtained without creative labor on the basis of the provided drawings.

[0032] Figure 1 The flow chart of the construction method for solving the conflict between the super-dense diagonal oblique reinforcement and the stiff steel skeleton of the super-high core tube provided by the application is shown.

[0033] Figure 2 The combined arrangement of the diagonal steel plate and the diagonal oblique reinforcement is shown. DETAILED DESCRIPTION

[0034] The embodiments of the application will be described in detail below, and examples of the embodiments are shown in the drawings, wherein the same or similar reference signs represent the same or similar elements or elements with the same or similar functions throughout. The embodiments described below by referring to the drawings are exemplary and are intended to explain the application, and cannot be understood as a limitation of the application.

[0035] In the application, unless otherwise explicitly specified and limited, the terms such as "mounting", "connection", "connecting", "fixing" and the like should be understood in a broad sense, for example, can be fixed connection, can also be detachable connection, or integral; can be directly connected, or indirectly connected through an intermediate medium, can be the interaction relationship of two elements. For those skilled in the art, the specific meaning of the above terms in the application can be understood according to the specific circumstances.

[0036] In the description of the present application, it should be understood that the terms "upper", "lower", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0037] Due to the influence of seismic force in the existing seismic fortification intensity of 8 degrees and above, the design of the diagonal web of the coupling beam presents the characteristics of large number and large diameter, and the core tube clearance layout of the conventional super high-rise public building project is high, so that the design size of the coupling beam is often small. The shear wall web of the two ends of the coupling beam is mostly designed with a steel reinforced column, so that the large-diameter diagonal web is densely arranged in the narrow space of the coupling beam, and especially the anchoring length area of the diagonal web and the steel reinforced column at the shear wall web have a hard collision problem, which cannot be effectively solved in the industry at present.

[0038] In view of this, the technical scheme of the present application provides a construction method for conflict between super high-rise core tube super dense diagonal web and steel reinforced column, referring to the accompanying drawings Figure 1 and 2 , comprising the following steps:

[0039] S1, software working condition simulation analysis, specifically, determining the floor and distribution position of the core tube containing the diagonal web coupling beam, using Revit building drawing software and Tekla steel structure design software, establishing a visual BIM model of steel bars, diagonal steel plates and steel reinforced columns, uniformly positioning and arranging the main reinforcement 21, stirrup 22, diagonal web 4 and the main reinforcement, stirrup and steel reinforced column 1 of the shear wall on both sides of the coupling beam 2, comprehensively avoiding the space of various component steel bars and steel columns, under the premise of not replacing the diagonal steel plate 3, only welding the lap plate 5 at the steel column flange to connect the diagonal web 4, and the diagonal web in the coupling beam region is arranged inside the coupling beam stirrup. Considering the compactness of the poured concrete, the most dense beam span is the intersection area of the diagonal web in two directions, and the clearance between adjacent two steel bars is arranged according to 25mm, and a basic equal proportion three-dimensional arrangement model is obtained.

[0040] Analysis of the diagonal reinforcement layout model: Through 3D simulation, when the beam width is 400mm or less, the number of diagonal reinforcement bars per row in a single direction is beam width / 120 (all units are mm). When the beam width is greater than 400mm, the number of diagonal reinforcement bars per row in a single direction is beam width / 100 (all units are mm). When there is insufficient space in a single row of horizontal reinforcement, the next row is automatically added. For ultra-dense diagonal reinforcement, the maximum number of vertical rows in a single direction is 5, but it is generally 3 to 4 rows. Therefore, it is concluded that the diagonal reinforcement bars 4 have very poor layout flexibility due to their large diameter (28mm or 32mm) and ultra-dense arrangement, resulting in a very high probability of collision. Furthermore, the lap angle of the lap plate 5 cannot be precisely controlled, and the two ends of the diagonal reinforcement bars 4 cannot be smoothly lap-welded. As a result, the proportion of diagonal reinforcement bars that cannot be installed or that collide severely is as high as 80% to 85%. Therefore, diagonal steel plate replacement is required to resolve the conflict.

[0041] S2. Determine the replacement scheme and the scope of the connecting beam. Use diagonal steel plates 3 with equal area to replace the conflicting diagonal braces. Retain a small number of diagonal braces 4 only outside the scope of the stiffening steel ribs 1 on both sides of the connecting beam.

[0042] Specifically, in S2, the replacement scheme is determined. For the diagonal reinforcing bars 4 on the same side of the connecting beam, there are no more than two vertical rows and no more than one horizontal bar in each direction. That is, n-4 diagonal reinforcing bars 4 in each direction of the connecting beam 2 are replaced with diagonal steel plates 3 with equal area. The remaining 4 diagonal reinforcing bars 4 are symmetrically arranged on both sides of the connecting beam 2 to ensure that the clearance between adjacent diagonal reinforcing bars 4 is not less than 25mm, where n is the number of diagonal reinforcing bars in each direction.

[0043] The steel plates 3 on either side of the connecting beam 2 are arranged symmetrically at 1 / 3 of the cross-sectional dimensions of the stiffening steel 1.

[0044] S3. Design and prefabrication of diagonal steel plates;

[0045] During the design process, the dimensions of the diagonal steel plate 3 are determined, and a detailed 3D installation drawing of the diagonal steel plate 3 is designed. The cross-sectional area of ​​a single diagonal steel plate 3 is determined based on the principle of equal area substitution. Considering the ease of operation at the welding points of the diagonal steel plate 3, the ease of ensuring weld quality, the availability of readily available raw materials, and the reliability of the material, the thickness of the diagonal steel plate is determined to be 25-35mm, thereby determining the width of the diagonal steel plate. Considering that the diagonal steel plate 3 should be placed within the reinforcing cage of the connecting beam 2 and should not conflict with the main reinforcement 21 of the connecting beam, to prevent the main reinforcement 21 of the connecting beam from being unable to connect at the corresponding elevation after the diagonal steel plate 3 is welded, the weld range of the diagonal steel plate 3 should not exceed the inner surface of the main reinforcement 21 of the connecting beam and the lap plate 5 welded to the flange of the stiffening steel 1. This allows for the determination of the elevation and length of both ends of the diagonal steel plate 3. After determining all the dimensions of the diagonal steel plate, the 3D detailed design of the diagonal steel plate 3 and the 3D layout of the diagonal steel plate 3 and the diagonal diagonal reinforcement 4 can be carried out.

[0046] Design the fabrication drawing for diagonal steel plate 3: The fabrication drawing for diagonal steel plate should include steel plate parameters, such as dimensions, material, positioning elevation, side stirrup holes 31, tie rod hole dimensions and positioning, lifting lugs 33, welded backing plates 32, and a material list including specifications, materials, and weights of various materials. The stirrups of the shear wall limbs at the stiffening steel frame 1 and the tie rods on the side of the connecting beam need to pass through diagonal steel plate 3. Stirrup holes 31 and tie rod holes should be provided at corresponding positions on diagonal steel plate 3, with a hole diameter of d + 6mm (d is the nominal diameter of the stirrup or tie rod). A 12mm thick lifting lug 33 should be provided at 1 / 3 of the long side of diagonal steel plate 3 for easy hoisting. A welded backing plate 32 should be provided on each side of diagonal steel plate 3, with dimensions of 30mm (width) × 6mm (thickness) × h (height, weld length + 60mm).

[0047] Based on the diagonal steel plate fabrication drawing, a series of tasks including layout, material preparation, and processing are carried out. The diagonal steel plates are fabricated in the factory and welded on site. They are pre-fabricated in the factory, and the pre-drilled holes for stirrups, tie rods, and lifting lugs are fabricated on the sides.

[0048] S4. On-site welding of diagonal steel plate 3 to stiffening steel 1; diagonal steel plate 3 is directly welded to the flange of stiffening steel 1, the weld type can be full penetration grade II weld, the weld bevel is a single-sided 45° V-groove, the welding method is CO2 gas shielded welding, the welding backing plate extends no less than 30mm beyond both ends of the weld, the welding backing plate 32 is made of the same material as diagonal steel plate 3, ensuring that the butt steel plate 3 and stiffening steel 1 form an integral whole, ensuring the shear bearing capacity of the structural members. After welding of diagonal steel plate 3, the welds of diagonal steel plate 3 and stiffening steel 1 are inspected together by ultrasonic testing, and the main reinforcement 21 of the connecting beam can only be connected after the inspection is qualified.

[0049] S5. Connection of main reinforcement bars of coupling beam and concentrated insertion of stirrups;

[0050] Before installing the main reinforcement 21 of the coupling beam, the longitudinal reinforcement and stirrups of the concealed columns of the shear walls on both sides should be installed first. To facilitate the smooth insertion of the stirrups into the corbels of the diagonal steel plate 3 and the stiffening steel frame 1, the stirrups can be split into L-shapes or U-shapes and then lap-welded to form closed stirrups. After that, the main reinforcement 21 of the coupling beam is connected and installed. Considering that the diagonal reinforcement 4 needs to be anchored diagonally into the shear wall, the main reinforcement 21 of the coupling beam should be connected first, and the stirrups of the coupling beam should be concentrated and inserted into the coupling beam. They should not be evenly distributed and tied for the time being, so as to create space for the diagonal reinforcement 4 to be inserted into the stirrups 22 of the coupling beam and anchored into the shear walls on both sides. When the main reinforcement 21 of the coupling beam is connected to the stiffening steel frame 1 on both sides, one end is mechanically connected, such as screwing the steel bar thread into the sleeve 23 welded to the stiffening steel frame 1 as a whole, with no more than one thread exposed. The other end is welded to the lap plate 5.

[0051] Because the diagonal reinforcement bars are installed obliquely and anchored into the shear wall segments on both sides, it is impossible to install the coupling beam stirrups after the diagonal reinforcement bars are installed. However, if the coupling beam stirrups are installed evenly first, it is difficult for the diagonal reinforcement bars to be obliquely inserted into the coupling beam and anchored into the shear wall segments. Therefore, the coupling beam stirrups need to be concentrated and inserted into the middle of the coupling beam. After the diagonal reinforcement bars are installed in place, the coupling beam stirrups are then evenly distributed and tied.

[0052] S6. Arrange the remaining diagonal bracing bars, and symmetrically insert the diagonal bracing bars outside the range of the rigid steel frame;

[0053] The diagonal reinforcing bars 4 are symmetrically inserted outside the range of the stiffening steel rib 1. These diagonal reinforcing bars 4 should be evenly distributed and tied within the space between the connecting beam stirrups 22 and the stiffening steel rib 1, reasonably avoiding the main reinforcement and stirrups of the concealed columns in the shear wall. The horizontal and vertical clearance between adjacent diagonal reinforcing bars 4 should not be less than 25mm, and the clearance at the intersection of diagonal reinforcing bars 4 in two directions should also not be less than 25mm. This ensures that the coarse aggregate of the concrete smoothly fills the entire beam reinforcement skeleton, enhancing the concrete density. Based on the above arrangement requirements, the insertion angle of the diagonal reinforcing bars 4 is the same as that of the diagonal steel plate 3, and the angle can be adjusted within a small range.

[0054] S7. Binding of horizontal reinforcement bars and tie bars on the side of the connecting beam;

[0055] After the diagonal reinforcement 4 is installed, the stirrups are evenly distributed and tied. Then, the horizontal reinforcement of the shear walls on both sides is evenly arranged on the sides of the connecting beam 2, and finally, the tie bars are installed. The horizontal spacing of the tie bars is twice the spacing of the stirrups, and the upper and lower rows of tie bars are staggered, i.e., arranged in a quincunx pattern. The tie bars that pass through the diagonal steel plate 3 are prefabricated with one end bent at a 135° hook and the other end arranged straight. After passing through the diagonal steel plate, the straight end of the tie bar is bent to 90° on site.

[0056] S8. Erect formwork and pour concrete.

[0057] The above-mentioned solution of this invention uses conventional and reliable materials for the diagonal steel plates used to replace the diagonal reinforcement bars. It employs mature welding technology for on-site welding with the stiffened steel columns, followed by the binding of the remaining small number of diagonal reinforcement bars in the connecting beams. This improves construction efficiency and reduces the amount of reinforcement binding work. Through a mature and simple construction process, the problem of conflict between the ultra-dense diagonal reinforcement bars and the stiffened steel frame in the core tube of super high-rise buildings is efficiently solved, accelerating the construction progress.

[0058] This invention replaces diagonal steel plates with a thickness not exceeding 35mm, facilitating welding operations and ensuring weld quality. Materials are readily available and standard, and the same type of steel reinforcement facilitates in-plant processing. Overall, this technology significantly improves the reliability and cost-effectiveness of on-site rebar tying.

[0059] The method described in this invention completely avoids the drawback of poor flexibility in arranging large-diameter diagonal reinforcement. It only involves arranging a small number of diagonal reinforcements outside the rigid steel frame, and effectively solves the difficulty of achieving high concrete density in beams containing ultra-dense diagonal reinforcement, thus ensuring the quality of the main construction. Simultaneously, the optimized process significantly reduces the time spent by steelworkers working at heights, minimizing safety risks and achieving a dual improvement in construction quality and safety.

[0060] This invention, while ensuring seismic structural safety and construction quality, employs a combined shear-resistant design of diagonal steel plates and a small number of diagonal reinforcing bars. The steel plates replace 75%–85% of the total diagonal reinforcing bars, significantly reducing the actual construction difficulty of the diagonal reinforcing bars. This greatly reduces the number of diagonal reinforcing bars, significantly accelerates the rebar construction speed, and noticeably improves the quality of diagonal reinforcing bar binding, achieving the goals of cost reduction, efficiency improvement, and lean construction.

[0061] The method of this invention utilizes conventional and reliable diagonal steel plates, is convenient and easy to process in factories, and has controllable costs. It significantly reduces the amount of diagonal reinforcement work, decreases the number of steelworkers, and noticeably accelerates the construction progress. It can cumulatively shorten the main structure construction cycle by approximately 15 days, thereby reducing tower crane and formwork rental costs, and minimizing temporary facility costs such as water and electricity. Statistics show that the main cost savings from applying this invention are as follows: 90,000 RMB in labor costs for diagonal reinforcement binding (300 RMB / day per person × 15 days × 20 people); 112,500 RMB in tower crane rental costs (2 tower cranes, 7,500 RMB / day × 15 days); 49,500 RMB in formwork rental costs (3,300 RMB / day × 15 days); and 50,000 RMB in other cost savings, totaling approximately 302,000 RMB in cost savings. This method has significant potential for widespread application and demonstrates substantial economic benefits.

[0062] The method of this invention solves the key engineering problem of difficult or even impossible layout of ultra-dense diagonal reinforcing bars, speeds up construction, ensures reliable quality and significantly improves construction quality, and avoids the large amount of resources such as personnel, materials, machinery, water and electricity occupied by downtime. It is of great importance to promoting green construction and the development of urbanization, and has significant social benefits.

[0063] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. In addition, those skilled in the art can combine and integrate the different embodiments or examples described in this specification.

[0064] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building, characterized in that... Includes the following steps: S1. Software working condition simulation analysis to determine the floors and distribution locations of beams with diagonal bracing, establish a three-dimensional model, conduct spatial avoidance analysis, and analyze the diagonal bracing arrangement model. S2. Determine the replacement scheme and the scope of the connecting beam. Replace the conflicting diagonal reinforcement with diagonal steel plates of equal area, and retain a small number of diagonal reinforcements only outside the scope of the stiffening steel on both sides of the connecting beam. S3. Design and prefabrication of diagonal steel plates; S4. The diagonal steel plates will be welded onto the rigid steel frame on site. S5. Connection of main reinforcement bars of coupling beam and concentrated insertion of stirrups; S6. Arrange the remaining diagonal bracing bars, and symmetrically insert the diagonal bracing bars outside the range of the rigid steel frame; S7. Binding of horizontal reinforcement bars and tie bars on the side of the connecting beam; S8. Erect formwork and pour concrete; In S2, the replacement scheme is determined. For the diagonal reinforcement in the two directions on the same side of the connecting beam, the vertical arrangement in each direction shall not exceed two rows and the horizontal arrangement shall not exceed one. That is, n-4 diagonal reinforcements in each direction in the connecting beam shall be replaced with diagonal steel plates of equal area. The remaining 4 diagonal reinforcements shall be symmetrically arranged on both sides of the connecting beam to ensure that the clearance between adjacent diagonal reinforcements is not less than 25mm, where n is the number of diagonal reinforcements in each direction. The specific steps for connecting the main reinforcement bars of the S5 coupling beam and inserting them into the stirrups are as follows: S51. Install longitudinal reinforcement and stirrups of concealed columns in shear walls on both sides: Before installing the main reinforcement of the connecting beam, it is necessary to complete the installation of longitudinal reinforcement and stirrups of concealed columns in shear walls on both sides; in order to facilitate the stirrups to pass smoothly into the corbels of the diagonal steel plates and stiffened steel frames, the stirrups are split into L-shapes or U-shapes, and then lap welded to form closed stirrups. S52. Connecting the main reinforcement of the coupling beam: After the installation of the longitudinal reinforcement and stirrups of the concealed column of the shear wall is completed, the main reinforcement of the coupling beam is connected. The stirrups of the concealed column of the shear wall are concentrated and passed into the coupling beam, and are not immediately evenly distributed and tied, so as to leave room for the diagonal reinforcement.

2. The construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building according to claim 1, characterized in that, The steel plates on either side of the connecting beam are arranged symmetrically at 1 / 3 of the cross-sectional dimensions of the stiffening steel.

3. The construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building according to claim 2, characterized in that, The diagonal steel plates on the same side of the connecting beam are vertically connected to the flanges of the stiffening steel frame by full penetration welds.

4. The construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building according to claim 3, characterized in that, In S3, the design parameters of the diagonal steel plate are first determined, including at least the size, material, positioning elevation, and the size and positioning of the stirrup holes and tie rod holes on the side. The cross-sectional area of ​​a single diagonal steel plate is determined according to the principle of equal area replacement. Considering the ease of operation and weld quality of the welding parts of the diagonal steel plate, the thickness of the diagonal steel plate is determined to be 25-35mm, and then the width of the diagonal steel plate is determined. The weld range of the diagonal steel plate shall not exceed the inner surface of the lap plate welded to the main reinforcement of the connecting beam and the flange of the stiffening steel. The elevation and length of both ends of the diagonal steel plate are determined. During prefabrication, thick lifting lugs are installed on the long side of the diagonal steel plate, and welded backing plates are installed on both ends of the diagonal steel plate. Stirrup holes and tie rod holes are also reserved on the diagonal steel plate.

5. The construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building according to claim 4, characterized in that, In S4, the weld bevel is a single-sided 45° V-shaped bevel, and the length of the welding backing plate extending beyond both ends of the weld is not less than 30mm. The welding backing plate is made of the same material as the diagonal steel plate.

6. The construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building according to claim 1, characterized in that, S6 Arrange the remaining diagonal reinforcement bars: After S52 is completed, symmetrically insert the diagonal reinforcement bars outside the range of the stiffening steel frame, reasonably avoiding the main reinforcement bars and stirrups of the concealed column of the shear wall; this step ensures that the diagonal reinforcement bars can be smoothly anchored into the shear wall, while avoiding conflicts between the installation positions of the diagonal reinforcement bars and the main reinforcement bars and stirrups of the concealed column of the shear wall.

7. The construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building according to claim 6, characterized in that, S7. Complete the horizontal reinforcement and tie bar binding on the side of the coupling beam: After the diagonal reinforcement is installed, the stirrups that were previously inserted into the coupling beam should be evenly distributed and tied. Then, the horizontal reinforcement of the shear walls on both sides should be evenly distributed on the side of the coupling beam, and finally the tie bars should be installed. The horizontal spacing of the tie bars should be twice the stirrup spacing, and the upper and lower rows of tie bars should be staggered.

8. The construction method for handling the conflict between ultra-dense diagonal reinforcing bars and stiffening steel in the core tube of a super high-rise building according to claim 7, characterized in that, The tie rod that passes through the diagonal steel plate is prefabricated as a 135° hook at one end and a straight arrangement at the other end; after being inserted into the diagonal steel plate, the straight end of the tie rod semi-finished product is bent to 90° on site.

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