Super-high-rise core tube super-dense diagonal diagonal rib and stiff steel rib conflict preparation construction method

Abstract

The invention relates to a super-high-rise core tube super-dense diagonal diagonal reinforcement and stiff steel rib conflict preparation construction method. The method comprises the following steps of software working condition simulation analysis, determination of floors with diagonal diagonal reinforcement connecting beams and distribution positions, building of a three-dimensional model, space avoidance analysis and analysis of a diagonal diagonal reinforcement arrangement model. Determining a replacement scheme and a coupling beam range, replacing conflicting diagonal inclined ribs by adopting diagonal steel plates in an equal area manner, and reserving a small number of diagonal inclined ribs which are only arranged outside the range of the stiff steel ribs on the two sides of the coupling beam; diagonal steel plates are designed and prefabricated; diagonal steel plates are welded to the stiff steel ribs on site; connecting the main reinforcements of the coupling beam and intensively penetrating the stirrups; arranging the rest diagonal inclined ribs, and symmetrically penetrating the diagonal inclined ribs outside the range of the stiff steel ribs; binding horizontal ribs and tie bars on the side surfaces of the coupling beams; and a formwork is erected, and concrete is poured. Diagonal steel plates and stiff steel rib flanges at the two ends are welded into a whole in a full penetration mode, only a small number of diagonal inclined ribs are reserved on the two sides of the stiff steel ribs, and the purpose that super-dense diagonal inclined ribs and the stiff steel ribs are prepared in a conflict mode is achieved.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, and more specifically to a construction method for dealing with conflicts between ultra-dense diagonal reinforcements and rigid steel frames in an ultra-high-rise core tube. Background Art

[0002] With the continuous acceleration of urbanization, super high-rise buildings occupy an increasingly important position in urban construction. How to improve the seismic performance of these buildings has become a technical problem that needs to be solved urgently. In the existing technology, the design form of super high-rise tube-in-tube structure has been favored by designers due to its excellent seismic performance. In this structure, the diagonal reinforcement of the connecting beam becomes the preferred structural form of the seismic design of the super high-rise core tube, 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 a seismic fortification intensity of 8 degrees or above, due to the greater impact of earthquake forces, the design of the diagonal diagonal reinforcement of the connecting beam is characterized by a large number and large diameter. In addition, conventional super-high-rise public construction projects have high requirements for the clearance layout of the core tube, resulting in the design size of the connecting beam being often small. Most of the shear wall limbs at both ends of the connecting beam have a rigid steel column design, so the large-diameter diagonal diagonal reinforcement is arranged in an ultra-dense manner in the narrow space within the connecting beam, which has become an irreconcilable engineering problem. In particular, there is a hard collision problem between the diagonal diagonal reinforcement anchorage length area and the rigid steel frame at the wall limb, which cannot be effectively solved. Even if BIM forward design is used for construction simulation and three-dimensional arrangement, it is still very difficult to avoid the arrangement of the diagonal diagonal reinforcement and the rigid steel frame of most core tube connecting beams, and it is even impossible to arrange them in some parts.

[0004] In this context, how to provide a construction method for dealing with the conflict between ultra-dense diagonal reinforcement and rigid steel frames in an ultra-high-rise core tube is an urgent problem that needs to be solved by technical personnel in this field. Summary of the invention

[0005] To this end, the purpose of the present invention is to propose a construction method for solving the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube.

[0006] The technical solution of the present invention is a construction method for dealing with conflicts between ultra-dense diagonal reinforcement and rigid steel frame of a super-high-rise core tube, comprising the following steps:

[0007] S1. Software simulation analysis of working conditions, determine the floors and distribution positions of diagonal reinforcement beams, establish a three-dimensional model, conduct space avoidance analysis, and analyze the diagonal reinforcement arrangement model;

[0008] S2. Determine the replacement scheme and the range of the coupling beam, use diagonal steel plates of equal area to replace the conflicting diagonal oblique reinforcements, and retain a small amount of diagonal oblique reinforcements that are only arranged outside the range of the rigid steel frame on both sides of the coupling beam;

[0009] S3. Design and prefabricate diagonal steel plates;

[0010] S4. Weld the diagonal steel plates to the rigid steel frame on site;

[0011] S5, connection of main reinforcement of coupling beam and concentrated insertion of stirrups;

[0012] S6. Arrange the remaining diagonal reinforcements and symmetrically penetrate the diagonal reinforcements outside the range of the rigid steel frame;

[0013] S7, horizontal reinforcement and tension reinforcement binding on the side of the coupling beam;

[0014] S8. Set up formwork and pour concrete.

[0015] According to the construction method of the present invention, a replacement scheme is determined in S2, and the diagonal oblique reinforcements in two directions on the same side of the connecting beam are arranged vertically in no more than two rows in each direction and horizontally in no more than one row, that is, n-4 diagonal oblique reinforcements in each direction in the connecting beam are replaced with diagonal steel plates of equal area, and the remaining 4 diagonal oblique reinforcements are arranged symmetrically on both sides of the connecting beam to ensure that the clearance between adjacent diagonal oblique reinforcements is not less than 25 mm, where n is the number of diagonal oblique reinforcements in each direction.

[0016] According to the construction method of the present invention, any diagonal steel plates in two directions on the same side of the coupling beam are symmetrically arranged at 1 / 3 of the cross-sectional size of the rigid steel frame.

[0017] According to the construction method of the present invention, the diagonal steel plates in two directions on the same side of the coupling beam are vertically connected to the flanges of the rigid steel frames through full penetration welds.

[0018] According to the construction method of the present invention, 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 stirrup holes and the 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, and the thickness of the diagonal steel plate is determined to be 25-35mm in consideration of the convenience of operation and weld quality of the diagonal steel plate welding part, and then the width of the diagonal steel plate is determined; the range of the diagonal steel plate weld shall not exceed the main reinforcement of the connecting beam and the inner surface of the lap plate welded to the stiff steel frame flange, and the elevation and length of the two ends of the diagonal steel plate are determined;

[0019] During prefabrication, thick lifting ears are set on the long sides of the diagonal steel plates, welded lining plates are set on both ends, and stirrup holes and tension rod holes are reserved on the diagonal steel plates.

[0020] According to the construction method of the present invention, in S4, the groove form of the weld is a single-sided 45° V-shaped groove, the length of the welding lining plate exceeding both ends of the weld is not less than 30 mm, and the welding lining plate is made of the same material as the diagonal steel plate.

[0021] According to the construction method of the present invention, the specific steps of connecting the main reinforcement of the S5 coupling beam and inserting the main reinforcement into the stirrups are as follows:

[0022] S51. Install the longitudinal reinforcement and stirrups of the hidden columns of the shear walls on both sides: Before installing the main reinforcement of the connecting beam, the longitudinal reinforcement and stirrups of the hidden columns of the shear walls on both sides need to be installed; in order to facilitate the smooth penetration of the stirrups into the diagonal steel plates and the corbels of the rigid steel frame, the stirrups are split into L-shape or U-shape, and then overlapped and welded to form closed stirrups;

[0023] S52. Connect the main reinforcement of the connecting beam: After completing the installation of the longitudinal reinforcement and stirrups of the shear wall hidden column, connect the main reinforcement of the connecting beam, and insert the stirrups of the shear wall hidden column into the connecting beam in a concentrated manner, and do not immediately distribute and tie them evenly to leave space for the diagonal reinforcement.

[0024] According to the construction method of the present invention, S6 arranges the remaining diagonal reinforcement: after S52 is completed, the diagonal reinforcement outside the range of the rigid steel frame is symmetrically inserted, and the main reinforcement and stirrups of the shear wall hidden column are reasonably avoided; this step ensures that the diagonal reinforcement can be smoothly anchored into the shear wall, and at the same time avoids the conflict between the diagonal reinforcement and the installation position of the main reinforcement and stirrups of the shear wall hidden column.

[0025] According to the construction method of the present invention, S7, complete the binding of horizontal reinforcement and tension reinforcement on the side of the connecting beam: after the diagonal inclined reinforcement is installed, it is necessary to evenly distribute the stirrups that were previously concentrated and inserted into the connecting beam, and then evenly arrange the horizontal reinforcement of the shear walls on both sides on the side of the connecting beam, and finally install the tension reinforcement; the horizontal spacing of the tension reinforcement should be twice the spacing of the stirrups, and the upper and lower rows of tension reinforcement should be staggered.

[0026] According to the construction method of the present invention, the semi-finished product of the tie rod passing through the diagonal steel plate is prefabricated with a 135° hook at one end and a straight arrangement at the other end; after passing through the diagonal steel plate, the straight end of the tie rod semi-finished product is bent to 90° on site.

[0027] It can be seen from the above technical solution that compared with the prior art, the present invention has the following beneficial effects:

[0028] When there are rigid steel bars in the shear walls at both ends of the connecting beam, the present invention adopts diagonal steel plates to replace the diagonal oblique bars in the conflicting parts through BIM forward design. The diagonal steel plates are fully penetrated and welded to the rigid steel frame flanges at both ends, and only a small amount of diagonal oblique bars are retained on both sides of the rigid steel frame to achieve the purpose of dealing with the conflict between the ultra-dense diagonal oblique bars and the rigid steel frame. The diagonal steel plates are used to resist most of the shear force and improve the shear bearing capacity; while the diagonal oblique bars on the outside resist the remaining small amount of shear force. The small amount of diagonal oblique bars on the outside mainly cooperate with the connecting beam stirrups to participate in the crack resistance of the connecting beam concrete protective layer.

[0029] The present invention ensures the shear bearing capacity of the coupling beam, solves the engineering problem of conflict between the super-dense diagonal reinforcement of the coupling beam and the rigid steel frame, reduces the amount of reinforcement binding engineering, avoids the problem of poor concrete density caused by excessively dense reinforcement, achieves a dual improvement in the quality and safety of reinforcement and concrete construction, and speeds up the core tube construction speed.

[0030] The method of the present invention is applicable to the design of super-high-rise core tube connecting beams with super-dense diagonal reinforcement to solve the working conditions where the diagonal reinforcement and the rigid steel frame in the wall limbs of the shear wall on both sides of the connecting beam have a hard conflict and cannot be installed. At the same time, it is also applicable to similar projects with high seismic requirements and limited cost where steel plate walls are inconvenient to implement. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the provided drawings without paying creative work.

[0032] Figure 1 A flow chart of a construction method for dealing with conflicts between ultra-dense diagonal reinforcement and rigid steel skeleton of a super-high-rise core tube provided by the present invention;

[0033] Figure 2 The schematic diagram of the combined arrangement of diagonal steel plates and diagonal inclined reinforcements is shown. DETAILED DESCRIPTION

[0034] Embodiments of the present invention are described in detail below, examples of which are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are intended to be used to explain the present invention, and should not be construed as limiting the present invention.

[0035] In the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be directly connected, or indirectly connected through an intermediate medium, or it can be an interactive relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0036] In the description of the present invention, it is necessary to understand that the terms "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", etc., indicating the orientation or position relationship are based on the orientation or position relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0037] In areas with an existing seismic fortification intensity of 8 degrees or above, due to the large impact of earthquake forces, the design of the diagonal diagonal reinforcement of the connecting beam is characterized by a large number and large diameter. Conventional super-high-rise public construction projects have high requirements for the clearance layout of the core tube, resulting in the design size of the connecting beam being often small. Most of the shear wall limbs at both ends of the connecting beam have a rigid steel column design, so the large-diameter diagonal diagonal reinforcement is arranged in an ultra-dense manner in the narrow space inside the connecting beam, especially in the diagonal diagonal reinforcement anchorage length area and the rigid steel frame at the shear wall limb. There is currently no effective solution in the industry.

[0038] In view of this, the technical solution of the present invention provides a construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube, see the attached Figure 1 and 2 , including the following steps:

[0039] S1. Software working condition simulation analysis. Specifically, determine the floors and distribution positions of the core tube with diagonal diagonal reinforcement beams. Use Revit architectural drawing software and Tekla steel structure design software to establish a visual BIM model of steel bars, diagonal steel plates, and rigid steel frames. The main reinforcement 21, stirrups 22, diagonal diagonal reinforcement 4 of the connecting beam and the main reinforcement, stirrups and rigid steel frames 1 of the shear wall on both sides of the connecting beam 2 are uniformly positioned and arranged in three dimensions. Comprehensively consider the spatial avoidance of various components of steel bars and steel frames. Without replacing the diagonal steel plate 3, only the lap plate 5 is welded at the flange of the steel frame to connect the diagonal diagonal reinforcement 4. All diagonal diagonal reinforcements in the connecting beam area are arranged inside the stirrups of the connecting beam. Considering the density of the poured concrete, the most densely populated mid-span of the beam is the intersection area of ​​the diagonal diagonal reinforcements in two directions. The clearance between two adjacent steel bars is arranged according to 25mm, and a basic proportional three-dimensional arrangement model is obtained.

[0040] Analysis of diagonal reinforcement arrangement model: Through three-dimensional simulation, when the beam width is 400mm or less, the number of diagonal reinforcements 4 arranged in each row in a single direction is beam width / 120 (units are all mm), and when the beam width is more than 400mm, the number of diagonal reinforcements arranged in each row in a single direction is beam width / 100 (units are all mm). When the single row horizontal arrangement space is insufficient, it automatically enters the next row arrangement. For super-dense diagonal reinforcements, the number of vertical rows arranged in a single direction is up to 5 rows, and generally 3 to 4 rows. Therefore, it is concluded that the diagonal reinforcement 4 has a very poor arrangement flexibility due to its large diameter (diameter 28mm or 32mm) and super-dense density, and the collision probability is extremely high. In addition, the angle of the lap plate 5 cannot be accurately controlled, and the two ends of the diagonal reinforcement 4 cannot be smoothly lap-welded, resulting in the diagonal reinforcement that cannot be installed or seriously collides accounting for 80% to 85%. Therefore, diagonal steel plate replacement is required to achieve conflict resolution.

[0041] S2. Determine the replacement scheme and the range of the coupling beam, use the diagonal steel plate 3 with equal area to replace the conflicting diagonal oblique reinforcement, and retain a small amount of diagonal oblique reinforcement 4 to be arranged only outside the range of the rigid steel frame 1 on both sides of the coupling beam;

[0042] Specifically, a replacement scheme is determined in S2, and the diagonal oblique reinforcements 4 in two directions on the same side of the coupling beam are arranged vertically in no more than two rows in each direction and horizontally in no more than one row, that is, n-4 diagonal oblique reinforcements 4 in each direction in the coupling beam 2 are replaced with diagonal steel plates 3 of equal area, and the remaining 4 diagonal oblique reinforcements 4 are symmetrically arranged on both sides of the coupling beam 2 to ensure that the clearance between adjacent diagonal oblique reinforcements 4 is not less than 25 mm, where n is the number of diagonal oblique reinforcements in each direction.

[0043] Any diagonal steel plates 3 in two directions on the same side of the coupling beam 2 are symmetrically arranged at 1 / 3 of the cross-sectional size of the rigid steel frame 1.

[0044] S3. Design and prefabricate diagonal steel plates;

[0045] During the design, determine the size of the diagonal steel plate 3, and design the three-dimensional detailed installation drawing of the diagonal steel plate 3: determine the cross-sectional area of ​​a single diagonal steel plate 3 according to the principle of equal area replacement. Considering that the welding part of the diagonal steel plate 3 is easy to operate, the weld quality is easy to ensure, and the raw materials are easy to purchase and reliable, the thickness of the diagonal steel plate is determined to be 25-35mm, and then the width of the diagonal steel plate is determined; considering that the diagonal steel plate 3 should be set in the steel cage of the connecting beam 2, and must not conflict with the main reinforcement 21 of the connecting beam, so as to avoid the main reinforcement 21 of the connecting beam being unable to be connected at the corresponding elevation position after the diagonal steel plate 3 is welded, the weld range of the diagonal steel plate 3 must not exceed the main reinforcement 21 of the connecting beam and the inner surface of the lap plate 5 welded to the flange of the rigid steel frame 1, and the elevation and length of the two ends of the diagonal steel plate 3 can be determined. After the dimensions of the diagonal steel plate are determined, the three-dimensional detailed design of the diagonal steel plate 3 and the three-dimensional layout of the combination of the diagonal steel plate 3 and the diagonal oblique reinforcement 4 can be carried out.

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

[0047] According to the diagonal steel plate processing drawing, a series of work such as lofting, material preparation, and processing is carried out. The diagonal steel plate adopts the construction form of in-factory processing and on-site welding. It is pre-processed in the factory, and the stirrups and tie bars are processed on the side. The reserved holes and ears.

[0048] S4. Weld the diagonal steel plate 3 to the rigid steel frame 1 on site; the diagonal steel plate 3 is directly welded to the flange of the rigid steel frame 1. The weld type can be a full penetration secondary weld. The weld groove form is a single-sided 45° V-shaped groove. The welding method is carbon dioxide gas shielded welding. The length of the welded lining plate exceeding the weld ends is not less than 30mm. The welded lining plate 32 is made of the same material as the diagonal steel plate 3 to ensure that the butt-jointed steel plate 3 and the rigid steel frame 1 form a whole and ensure the shear bearing capacity of the structural member. After the diagonal steel plate 3 is welded, it is tested by ultrasonic method together with the weld of the rigid steel frame 1. Only after the test is qualified can the main reinforcement 21 of the connecting beam be connected.

[0049] S5, connection of main reinforcement of coupling beam and concentrated insertion of stirrups;

[0050] Before installing the main reinforcement 21 of the connecting beam, the longitudinal reinforcement and stirrups of the hidden columns of the shear walls on both sides are installed first. In order to facilitate the smooth insertion of the stirrups into the diagonal steel plate 3 and the corbel of the rigid steel frame 1, the stirrups can be split into L-shape or U-shape, and then overlap-welded to form closed stirrups, and then the main reinforcement 21 of the connecting beam is connected and installed. Considering that the diagonal oblique reinforcement 4 needs to be anchored obliquely into the shear wall, the main reinforcement 21 of the connecting beam should be connected first, and the connecting beam stirrups should be concentrated into the connecting beam, and uniform distribution and binding are not performed for the time being, so as to make space for the diagonal oblique reinforcement 4 to penetrate into the connecting beam stirrups 22 and anchor into the shear walls on both sides. When the main reinforcement 21 of the connecting beam is connected to the rigid steel frames 1 on both sides, one end is mechanically connected, such as screwing the steel wire head into the sleeve 23 welded to the rigid steel frame 1 as a whole, with no more than 1 thread exposed, and the other end is welded to the lap plate 5.

[0051] Among them, because the diagonal oblique reinforcement is installed obliquely and anchored into the shear wall limbs on both sides, the connecting beam stirrups cannot be installed after the diagonal oblique reinforcement is installed. However, if the connecting beam stirrups are installed evenly and dispersedly first, it is difficult for the diagonal oblique reinforcement to be obliquely inserted into the connecting beam and anchored into the shear wall limbs. Therefore, the connecting beam stirrups need to be concentrated and inserted into the mid-span position of the connecting beam. After the diagonal oblique reinforcement is installed in place, the connecting beam stirrups are evenly and dispersedly tied.

[0052] S6. Arrange the remaining diagonal reinforcements and symmetrically penetrate the diagonal reinforcements outside the range of the rigid steel frame;

[0053] The diagonal oblique reinforcement 4 that penetrates symmetrically outside the range of the rigid steel frame 1 should be evenly arranged and tied in the space between the connecting beam stirrups 22 and the rigid steel frame 1, and reasonably avoid the main reinforcement and stirrups of the hidden column of the shear wall. The horizontal and vertical clearances of adjacent diagonal oblique reinforcements 4 are not less than 25mm, and the clearances at the intersections of the diagonal oblique reinforcements 4 in two directions are not less than 25mm, to ensure that the coarse aggregate of concrete smoothly fills the entire beam reinforcement skeleton and enhances the density of concrete. Based on the above arrangement requirements, the penetration angle of the diagonal oblique reinforcement 4 is the same as that of the diagonal steel plate 3, and the angle can be adjusted in a small range.

[0054] S7, horizontal reinforcement and tension reinforcement binding on the side of the coupling beam;

[0055] After the diagonal reinforcement 4 is installed, the stirrups are evenly distributed and tied, and then the horizontal reinforcements of the shear walls on both sides are evenly arranged on the side 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, that is, arranged in a plum blossom shape. The tie bars passing through the diagonal steel plate 3 are prefabricated with a 135° hook at one end and a straight arrangement at the other end; after passing through the diagonal steel plate, the straight end of the tie bar semi-finished product is bent to 90° on site.

[0056] S8. Set up formwork and pour concrete.

[0057] The diagonal steel plate material for replacing the diagonal slant bars in the above scheme of the present invention is conventional and reliable, and is welded on-site with the rigid steel frame column using mature welding technology, and then the remaining small amount of diagonal slant bars of the connecting beam are tied. This improves the construction efficiency and reduces the amount of steel bar tying work. Through mature and simple construction technology, the problem of conflict between the ultra-dense diagonal slant bars of the super-high-rise core tube and the rigid steel frame is efficiently solved, and the construction progress is accelerated.

[0058] The thickness of the diagonal steel plate replaced by the present invention does not exceed 35mm, the welding operation is convenient, and the weld quality is guaranteed. The materials are conventional and easy to purchase, and the same rigid steel frame material is convenient for in-plant processing. The overall technical application greatly improves the quality reliability of on-site steel bar binding and improves cost-effectiveness.

[0059] The above method of the present invention completely avoids the defect of poor flexibility in the arrangement of large-diameter diagonal oblique reinforcements, and only arranges a small amount of diagonal oblique reinforcements outside the range of the rigid steel frame, and effectively solves the difficulty of pouring the density of the concrete of the connecting beam containing ultra-dense diagonal oblique reinforcements, ensuring the quality of the main construction. At the same time, through process optimization, the high-altitude working time of the reinforcement workers is greatly reduced, the safety risks are reduced, and the construction quality and safety are improved.

[0060] Under the premise of meeting the safety of earthquake-resistant structure and construction quality, the present invention adopts a combined shearing design form of diagonal steel plates and a small amount of diagonal oblique reinforcements. The diagonal oblique reinforcements replaced by steel plates account for 75% to 85% of the total diagonal oblique reinforcements, which greatly reduces the actual construction difficulty of diagonal oblique reinforcements. The number of diagonal oblique reinforcements is greatly reduced, the speed of steel bar construction is significantly accelerated, and the quality of diagonal oblique reinforcement binding is significantly improved, achieving the purpose of cost reduction, efficiency improvement and lean construction.

[0061] The method of the present invention has conventional and reliable diagonal steel plate materials, convenient and simple factory processing, and controllable costs; it greatly reduces the amount of diagonal oblique reinforcement engineering, reduces the input of reinforcement workers, and significantly accelerates the construction progress, which can cumulatively shorten the main structure construction period by about 15 days, thereby reducing the rental costs of tower cranes and formwork frames, and can reduce temporary facilities and measures such as temporary water and electricity. According to statistics, the application of the present invention can save the following main costs: 90,000 yuan in labor costs for diagonal oblique reinforcement binding (300 yuan / day·person×15 days×20 people), 112,500 yuan in tower crane rental costs (2 tower cranes 7,500 yuan / day×15 days), 49,500 yuan in frame rental costs (3,300 yuan / day×15 days), and 50,000 yuan in other measures costs, with a total cost saving of about 302,000 yuan, which has certain promotion and application value and significant economic benefits.

[0062] The method of the present invention solves the key engineering problem of difficulty or even impossibility of construction in arranging ultra-dense diagonal reinforcements, speeds up construction, ensures reliable quality and significantly improves quality, and avoids the occupation of a large amount of resources such as personnel, materials, machinery, water, and electricity caused by work stoppages. It is crucial to promoting the development of green construction and urbanization, and has significant social benefits.

[0063] In the description of this specification, the description with reference to the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" etc. means that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described may be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art may combine and combine different embodiments or examples described in this specification.

[0064] Although the embodiments of the present invention have been shown and described above, it is to be understood that the above embodiments are exemplary and are not to be construed as limitations of the present invention. A person skilled in the art may change, modify, replace and vary the above embodiments within the scope of the present invention.

Claims

1. A construction method for dealing with the conflict between ultra-dense diagonal reinforcement and rigid steel frame of a super-high-rise core tube, characterized in that: The following steps are involved: S1. Software simulation analysis of working conditions, determine the floors and distribution positions of diagonal reinforcement beams, establish a three-dimensional model, conduct space avoidance analysis, and analyze the diagonal reinforcement arrangement model; S2. Determine the replacement scheme and the range of the coupling beam, use diagonal steel plates of equal area to replace the conflicting diagonal oblique reinforcements, and retain a small amount of diagonal oblique reinforcements that are only arranged outside the range of the rigid steel frame on both sides of the coupling beam; S3. Design and prefabricate diagonal steel plates; S4. Weld the diagonal steel plates to the rigid steel frame on site; S5, connection of main reinforcement of coupling beam and concentrated insertion of stirrups; S6. Arrange the remaining diagonal reinforcements and symmetrically penetrate the diagonal reinforcements outside the range of the rigid steel frame; S7, horizontal reinforcement and tension reinforcement binding on the side of the coupling beam; S8. Set up formwork and pour concrete.

2. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 1 is characterized in that: The replacement scheme is determined in S2. For the diagonal oblique reinforcements in two directions on the same side of the coupling beam, no more than two rows are arranged vertically in each direction and no more than one is arranged horizontally. That is, n-4 diagonal oblique reinforcements in each direction in the coupling beam are replaced with diagonal steel plates of equal area. The remaining 4 diagonal oblique reinforcements are symmetrically arranged on both sides of the coupling beam to ensure that the clearance between adjacent diagonal oblique reinforcements is not less than 25 mm, where n is the number of diagonal oblique reinforcements in each direction.

3. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 2 is characterized in that: Any diagonal steel plates in two directions on the same side of the coupling beam are arranged symmetrically at 1 / 3 of the cross-sectional size of the rigid steel frame.

4. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 3 is characterized in that: The diagonal steel plates in two directions on the same side of the coupling beam are vertically connected to the flanges of the stiffening steel frames through full penetration welds.

5. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 4 is characterized in that: 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 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, and the thickness of the diagonal steel plate is determined to be 25-35mm in consideration of the convenience of operation and weld quality of the diagonal steel plate welding part, and then the width of the diagonal steel plate is determined; the range of the diagonal steel plate weld shall not exceed the main reinforcement of the coupling beam and the inner surface of the lap plate welded to the stiff steel frame flange, and the elevation and length of the two ends of the diagonal steel plate are determined; During prefabrication, thick lifting ears are set on the long sides of the diagonal steel plates, welded lining plates are set on both ends, and stirrup holes and tension rod holes are reserved on the diagonal steel plates.

6. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 5 is characterized in that: In S4, the groove form of the weld is a single-sided 45° V-shaped groove, the length of the welding lining plate exceeding both ends of the weld is not less than 30mm, and the welding lining plate is made of the same material as the diagonal steel plate.

7. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 5 is characterized in that: The specific steps for connecting the main reinforcement of the S5 coupling beam and inserting it into the stirrups are as follows: S51. Install the longitudinal reinforcement and stirrups of the hidden columns of the shear walls on both sides: Before installing the main reinforcement of the connecting beam, the longitudinal reinforcement and stirrups of the hidden columns of the shear walls on both sides need to be installed; in order to facilitate the smooth penetration of the stirrups into the diagonal steel plates and the corbels of the rigid steel frame, the stirrups are split into L-shape or U-shape, and then overlapped and welded to form closed stirrups; S52. Connect the main reinforcement of the connecting beam: After completing the installation of the longitudinal reinforcement and stirrups of the shear wall hidden column, connect the main reinforcement of the connecting beam, and insert the stirrups of the shear wall hidden column into the connecting beam in a concentrated manner, and do not immediately distribute and tie them evenly to leave space for the diagonal reinforcement.

8. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 7 is characterized in that: S6 arranges the remaining diagonal reinforcement: After S52 is completed, symmetrically insert the diagonal reinforcement outside the range of the rigid steel frame, reasonably avoiding the main reinforcement and stirrups of the shear wall hidden column; this step ensures that the diagonal reinforcement can be smoothly anchored into the shear wall, while avoiding conflicts between the diagonal reinforcement and the installation position of the main reinforcement and stirrups of the shear wall hidden column.

9. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 8 is characterized in that: S7. Complete the binding of horizontal reinforcement and tension bars on the side of the connecting beam: After the diagonal reinforcement is installed, the stirrups that were previously inserted into the connecting beam need to be evenly distributed and tied, and then the horizontal reinforcement of the shear walls on both sides should be evenly arranged on the side of the connecting beam, and finally the tension bars should be installed; the horizontal spacing of the tension bars should be twice the spacing of the stirrups, and the upper and lower rows of tension bars should be staggered.

10. The construction method for dealing with the conflict between the ultra-dense diagonal reinforcement and the rigid steel frame of the super-high-rise core tube according to claim 9 is characterized in that: The semi-finished product of the tie rod passing through the diagonal steel plate is prefabricated with a 135° hook at one end and a straight arrangement at the other end; after passing through the diagonal steel plate, the straight end of the tie rod semi-finished product is bent to 90° on site.

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