A collaborative construction method for an internal steel frame and an external precast concrete shear wall structure

Abstract

The present invention discloses a method for collaborative construction of an inner steel frame and an outer precast concrete shear wall structure, comprising the following construction steps: S1, structural component splitting design; splitting the inner steel frame and the outer precast concrete shear wall structure, vertically splitting the steel structure into vertical column segments, each vertical column segment corresponding to two floors of the building; S2, installing and calibrating the vertical column segments of the inner steel frame according to one column and two layers vertically; S3, installing the Nth layer of outer precast concrete shear wall; S4, installing the steel beam connecting the inner steel frame and the Nth layer of outer precast concrete shear wall; S5, installing the N+1th layer of composite floor slab; S6, pouring concrete for the Nth layer of outer precast shear wall and the N+1th layer of composite floor slab. The above construction method can effectively achieve the fault tolerance compensation of high installation precision of steel structure and low installation precision of outer precast concrete shear wall, and finally ensure the construction quality of the inner steel frame and the outer precast concrete shear wall structure, and speed up the construction speed.

Description

Technical Field

[0001] The invention relates to a method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure, comprising the coordinated construction method of first constructing an inner steel frame in a vertical column section and then installing outer precast concrete shear walls and floor slabs in layers. Background Art

[0002] In the internal steel frame and external precast concrete shear wall structural system, the steel frame provides the building's bearing capacity, while the precast concrete shear wall provides the building with rigidity and lateral force resistance. This collaborative work not only improves the strength of the building structure, but also demonstrates advantages in earthquake resistance and construction efficiency.

[0003] In traditional super high-rise building construction, the core tube concrete structure is usually constructed ahead of the outer steel frame. That is, the core tube is constructed for about ten floors first, and then the outer steel frame and floor slabs are constructed layer by layer. This construction method is conducive to the climbing formwork construction of the core tube concrete structure. However, the construction of the inner steel frame and the outer precast concrete shear wall structure system has its own unique challenges. Simply applying the construction method of super high-rise steel-concrete structure often leads to the situation that the inclined support cannot be installed during the layered installation of the outer precast concrete shear wall, thus affecting the installation accuracy and stability of the entire structure.

[0004] In the prior art, since the internal steel frame and the external precast concrete shear wall system each have different installation characteristics, the construction of the internal steel frame needs to ensure its sufficient strength and stability, while the external precast concrete shear wall needs to have a higher installation accuracy. However, in the actual construction process, the coordinated installation of this system often faces the following problems: 1. Difficulty in deformation control: Due to the influence of weight and construction errors during the installation process, the steel structure and the external precast concrete wall are prone to improper deformation control, especially in the connection between the floor slab and the external concrete shear wall, which not only affects the overall stability of the steel frame, but also may cause the verticality deviation of the external precast concrete shear wall to be too large. 2. Difficulty in installation correction: Since the external precast concrete shear wall is installed in layers, how to achieve accurate correction between the steel frame and the external precast concrete shear wall has become a major problem. In the prior art, the precast concrete shear wall cannot be corrected by effective inclined support, which makes it difficult to ensure the installation accuracy of the wall during construction. 3. Complexity of connecting components: In traditional construction methods, the connection between the steel beam and the precast concrete wall is often made by on-site welding or bolting. This connection method not only requires high construction accuracy, but also requires a long construction period, which further increases the complexity and duration of the construction. 4. Increased construction period and cost: In the prior art, the construction methods of the internal steel frame and the external precast concrete shear wall are relatively independent, and the construction synergy between the two is poor, resulting in complex construction procedures, extended construction period, and increased construction costs. Summary of the invention

[0005] In view of the shortcomings of the above existing technologies, the industry urgently needs a new construction method that can achieve efficient coordinated installation of the inner steel frame and the outer precast concrete shear wall structure to ensure the installation accuracy and quality of the entire structure and shorten the construction period.

[0006] The technical solution of the present invention to solve the above technical problem is as follows: a method for collaborative construction of an inner steel frame and an outer precast concrete shear wall structure, comprising the following construction steps:

[0007] Step 1, split design of structural components; split design of the inner steel frame and the outer precast concrete shear wall structure, split the steel structure vertically into vertical column segments, each vertical column segment corresponds to two floors of the building, if a vertical column segment is three or four floors, after design calculation, the load self-weight generated by the steel beams and floor slabs installed in layers between the inner steel frame and the outer precast concrete shear wall will cause excessive deformation of the inner steel frame, which will cause the risk of a large number of expansion holes in the high-strength bolt connection nodes of the upper rear-installed steel beams and the inner steel frame; the outer precast concrete shear wall installed in layers is split in layers according to the building facade;

[0008] Step 2, the vertical column sections of the inner steel frame are installed and calibrated according to the vertical one column two layers;

[0009] Step 3, installation of the Nth layer external precast concrete shear wall;

[0010] Step 4: Install the steel beams connecting the inner steel frame and the Nth layer of outer precast concrete shear wall;

[0011] Step 5, installation of the N+1th layer of composite floor slab;

[0012] Step 6: pour concrete for the Nth layer of external precast concrete shear walls and the N+1th layer of composite floor slabs.

[0013] The method for collaborative construction of the inner steel frame and the outer precast concrete shear wall structure of the present invention as described above, preferably, in step 1, according to the planar layout of the inner steel frame and the outer precast concrete shear wall structure, each vertically segmented inner steel frame can be divided into two or more planar flow sections for simultaneous construction.

[0014] The method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure of the present invention as described above, preferably, in step 2, the installation of the inner steel frame of a vertical column section follows the plane direction to first install four steel columns from the middle and simultaneously tie a corresponding layer of steel beams, and gradually expand to both sides; after the installation of one layer of steel beams of a vertical column section is completed, the upper steel beams are installed from bottom to top and the inner steel frame is overall corrected and precisely corrected; after the overall correction, the high-strength bolts are initially tightened, and after the precise correction, the high-strength bolts are finally tightened.

[0015] The method for collaborative construction of the internal steel frame and external precast concrete shear wall structure of the present invention as described above, preferably, in step 3, before the external precast concrete shear wall is installed, the wall positioning and control line measurement and placement are completed, and the outer side of the external precast concrete shear wall is sealed with a PE strip; the wall elevation is adjusted using the nut on the adjusting bolt reserved at the top of the lower wall so that the nut top elevation is the external precast concrete shear wall installation bottom elevation required by the design.

[0016] The present invention discloses a method for coordinated construction of an internal steel frame and an external precast concrete shear wall structure as described above. Preferably, the installation sequence of the external precast concrete shear wall is to proceed piece by piece from one end to the other end starting from the corner of the building; after the external precast concrete shear wall is hoisted into place according to the control line, an inclined support is immediately installed for temporary fixation; each external precast concrete shear wall inclined support includes an inclined support long rod and an inclined support short rod, the upper support point of the inclined support long rod is not less than 2 / 3 of the wall height from the wall root, and is not less than 500mm from the edge of the component, and the angle between the long rod and the floor slab is 45° to 60°; the upper support point of the short rod is not more than 500mm from the wall root; the inclined support is installed on the connecting parts on the wall panel and the floor slab; the position of the wall panel is adjusted by using the adjustable bolt rod of the inclined support to ensure that the verticality deviation of the wall panel is within the allowable range of the specification.

[0017] The method for collaborative construction of the internal steel frame and the external precast concrete shear wall structure of the present invention as described above preferably further includes S31 between step 3 and step 4: installation of insulation strips and waterproof tapes. After the installation of the external precast concrete shear wall is completed, the gaps at the vertical connection nodes should be sealed with insulation materials first, and then a layer of self-adhesive butyl tape should be pasted to fix; S32: steel bar binding and formwork installation at the cast-in-place nodes of the external precast concrete shear wall. After the installation of the wall components is completed, the steel bars at the cast-in-place nodes should be firstly bound at the vertical connection nodes, and then the formwork should be installed; The formwork system uses multi-layer boards as the board surface, wooden squares as the secondary keels, and square steel pipes as the main keels. The formwork is fixed by setting tension bolts through the reserved holes and reserved bolt threads on the external precast concrete wall panels; S33: The bottom edge of the external precast concrete shear wall is sealed. After the external precast concrete shear wall is installed, a horizontal cast-in-place joint with a height of 50mm to 70mm is provided at the bottom. The bottom of the inner side of the external wall is sealed by the method of square wood plus limiting bars. Limiting steel bars are pre-embedded on the top plate with a spacing of 500mm to 600mm. The steel bars and the wooden squares are tightened with wooden wedges.

[0018] The present invention has a method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure as described above. Preferably, in step 4, after the installation of the inner steel frame and the outer precast concrete shear wall of the Nth layer is completed, the connecting steel beam between the outer precast concrete shear wall of the Nth layer and the inner steel frame is installed. The installation principle of the connecting steel beam is to gradually expand symmetrically from the middle of the inner steel frame to both sides. The steel beam is connected to the outer precast concrete shear wall by bolts. After the connection between the steel beam and the inner steel frame is completed, a stable frame is finally formed.

[0019] The present invention has the method for coordinated construction of the internal steel frame and the external precast concrete shear wall structure as described above. Preferably, in step 5, the composite floor is hoisted by a frame-type hoisting beam, and the composite floor support is composed of an independent support and a beam support. The independent support and the beam support are adjusted to the corresponding elevation to ensure that the composite floor is balanced in force, and the length of the composite floor end on the steel beam is greater than or equal to 40 mm, and the length on the external precast concrete shear wall is greater than or equal to 10 mm.

[0020] The method for coordinated construction of the internal steel frame and the external precast concrete shear wall structure of the present invention as described above, preferably, in step 6, after the composite floor slab is installed, the water and electricity pipelines of the floor slab and the steel bars are tied, and after acceptance, the cast-in-place concrete section of the external precast concrete shear wall is poured first, and then the floor slab concrete is poured.

[0021] When the collaborative construction method of the inner steel frame and the outer precast concrete shear wall structure as described above is applied in the present invention, the inner steel frame is first constructed vertically in sections, and the steel beams and floor slabs connecting the outer precast concrete shear wall structure and the inner steel frame are installed in layers. This method can not only ensure the construction quality of the inner steel frame, but also ensure the normal construction of the outer precast concrete shear wall. At the same time, the steel beams connecting the inner steel frame and the outer precast concrete shear wall are installed after the outer precast concrete shear wall is installed, which can effectively achieve fault tolerance compensation for the high installation accuracy of the steel structure and the low installation accuracy of the outer precast concrete shear wall, and finally ensure the overall construction quality of the inner steel frame and the outer precast concrete shear wall structure, speed up the construction speed, and save construction period. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] The above and / or other advantages of the present invention will become clearer and easier to understand through the detailed description made in conjunction with the following drawings, which are only exemplary and do not limit the present invention, wherein:

[0023] Figure 1 This is a schematic diagram of the installation of the oblique support of the external precast concrete shear wall according to an embodiment of the present invention;

[0024] Figure 2 This is a schematic diagram of the installation of a thermal insulation strip and a waterproof tape according to an embodiment of the present invention;

[0025] Figure 3 This is a schematic diagram of steel bar binding and formwork installation for a cast-in-place node according to an embodiment of the present invention;

[0026] Figure 4 A schematic diagram of the bottom edge sealing of an external precast concrete shear wall according to an embodiment of the present invention;

[0027] Figure 5 This is a schematic diagram of the installation of steel beams connecting the external precast concrete shear wall and the internal steel frame.

[0028] Figure 6 for Figure 5 A partial enlarged schematic diagram of the middle A area;

[0029] Figure 7 A schematic diagram of a composite floor according to an embodiment of the present invention.

[0030] Figure 8 It is a flow chart of the coordinated construction method of the internal steel frame and the external precast concrete shear wall structure;

[0031] In the accompanying drawings, the components represented by the reference numerals are listed as follows:

[0032] 1. External precast concrete shear wall, 101. Insulation board, 102. External blade, 103. Internal blade, 2. Long inclined support rod, 3. Short inclined support rod, 4. PE pressure strip, 5. Adjustment bolt, 6. Insulation material, 7. Self-adhesive butyl tape, 8. Post-poured concrete, 9. Multi-layer board, 10. Cast-in-place node steel bar, 11. Square steel pipe, 12. Wooden square, 13. Tension bolt, 14. L-shaped square pipe, 15. Limiting steel bar, 16. Precast part of composite floor, 17. Internal steel frame, 18. Connecting steel beam, 181. Upper flange of steel beam, 182. Lower flange of steel beam, 183. Reinforcement, 19. Composite floor. DETAILED DESCRIPTION

[0033] Hereinafter, an embodiment of the coordinated construction method of the inner steel frame and the outer precast concrete shear wall structure of the present invention will be described with reference to the accompanying drawings.

[0034] The embodiments described herein are specific embodiments of the present invention, which are used to illustrate the concept of the present invention, are illustrative and exemplary, and should not be construed as limiting the embodiments of the present invention and the scope of the present invention. In addition to the embodiments described herein, those skilled in the art can also adopt other obvious technical solutions based on the claims and the contents disclosed in the specification of this application, including technical solutions that adopt any obvious replacement and modification of the embodiments described herein.

[0035] The drawings of this specification are schematic diagrams, which assist in explaining the concept of the present invention and schematically show the shapes of various parts and their mutual relationships. Please note that in order to clearly show the structures of various components of the embodiments of the present invention, the drawings are not drawn according to the same scale. The same reference numerals are used to represent the same parts.

[0036] Figure 8 The flowchart of the coordinated construction method of the inner steel frame and the outer precast concrete shear wall structure is shown in FIG. The coordinated construction method of the inner steel frame and the outer precast concrete shear wall structure includes the following construction steps:

[0037] Step 1, split design of structural components; split design of the inner steel frame 17 and the outer precast concrete shear wall 1 structure, split the steel structure vertically into vertical column segments, each vertical column segment corresponds to two floors of the building, and split the outer precast concrete shear wall 1 according to the building facade separation and layering; preferably, the splitting of the outer precast concrete shear wall 1 should avoid the embedded parts at the end of the steel beam connecting the inner steel frame and the outer precast concrete shear wall. A vertical inner steel frame and outer precast concrete shear wall structure first takes the vertical column segment of the steel frame as the benchmark. Because the steel structure has the advantage of one column and multiple layers of construction, the inner steel frame can be vertically divided into one column and two layers for construction first, and then the outer precast concrete shear wall and floor slab are layered and installed.

[0038] In step 1, according to the planar arrangement of the inner steel frame 17 and the outer precast concrete shear wall 1 structure, each vertically segmented inner steel frame 17 is divided into two or more planar flow sections for simultaneous construction to improve construction efficiency.

[0039] By splitting the steel column into a "one column, two layers" design, the deformation of the steel frame caused by the layered installation of the external precast concrete shear wall and floor slab is reduced. This means that when each layer is installed, the load and deformation borne by the inner steel frame will be smaller than when the whole column is installed. Smaller deformation helps maintain the accuracy of the overall construction, avoids the adverse effects of large deformation on the structure, and ensures the construction quality of the steel frame.

[0040] Step 2, the vertical column sections of the inner steel frame 17 are installed and calibrated according to the vertical one column two layers;

[0041] In step 2, the installation of the inner steel frame 17 of a vertical column section follows the plane direction to start installing four steel columns from the middle and tie the corresponding layer of steel beams at the same time, and gradually expand to both sides; after the installation of one layer of steel beams of a vertical column section is completed, the upper steel beams are installed from bottom to top and the inner steel frame 17 is overall corrected and precisely corrected; after the overall correction, the high-strength bolts are initially tightened, and after the precise correction, the high-strength bolts are finally tightened.

[0042] Step 3, installing the Nth layer of external precast concrete shear wall 1;

[0043] In step 3, before installing the external precast concrete shear wall 1, the wall positioning and control line measurement are completed, and the outer side of the external precast concrete shear wall 1 is sealed with a PE strip 4; combined Figure 1 As shown, the external precast concrete shear wall includes an outer blade 102, an insulation board 101 and an inner blade 103, and the insulation board is arranged between the outer blade and the inner blade. The wall elevation is adjusted by using the nut on the adjustment bolt 5 reserved at the top of the lower wall, so that the nut top elevation is the installation bottom elevation of the external precast concrete shear wall 1 required by the design. Preferably, the installation sequence of the external precast concrete shear wall 1 starts from the corner of the building and advances piece by piece from one end to the other end; after the external precast concrete shear wall 1 is hoisted in place, the inclined support is immediately installed for temporary fixation; each external precast concrete shear wall 1 inclined support includes an inclined support long rod 2 and an inclined support short rod 3, the support point on the inclined support long rod 2 is not less than 2 / 3 of the wall height from the root of the wall, and the distance from the edge of the component is not less than 500mm, the angle between the inclined support long rod 2 and the floor slab is 45° to 60°; the support point on the inclined support short rod 3 is not more than 500mm away from the root of the wall; the inclined support is installed on the connecting parts on the wall panel and the floor slab; the adjustable bolt 5 of the inclined support is used to initially adjust the position of the wall panel to ensure that the wall panel is basically vertical.

[0044] S31: Insulation strips and waterproof tape installation, combined Figure 2As shown, after the external precast concrete shear wall 1 is installed, the gaps at the vertical connection nodes should be sealed with insulation material 6, and then a layer of self-adhesive butyl tape 7 should be pasted to prevent the insulation material from being damaged when pouring concrete;

[0045] S32: External precast concrete shear wall 1 cast-in-place node reinforcement binding and formwork installation. In order to pour the post-cast concrete 8, after the wall components are installed, the cast-in-place node reinforcement 10 should be tied at the vertical connection nodes, and then the formwork should be installed; combined with Figure 3 As shown, the template system uses multilayer board 9 as the board surface, wooden square 12 as the secondary keel, square steel pipe 11 as the main keel, and the template is fixed by setting tension bolts 13 through the reserved holes and reserved bolt threads on the prefabricated wall panel; Figure 3 In the embodiment, an L-shaped square tube 14 is also included. At the position where the outer precast concrete shear wall forms a positive angle, the L-shaped square tube 14 is arranged on the outside of the wood square to fix the wood square.

[0046] S33: External precast concrete shear wall 1 bottom edge sealing, combined Figure 4 As shown, after the external precast concrete shear wall 1 is installed, a horizontal cast-in-place joint with a height of 50mm to 70mm is provided at the bottom. The inner bottom of the external wall is sealed by a method of square wood plus limiting reinforcement. The limiting reinforcement 15 is pre-embedded on the top plate with a spacing of 500mm to 600mm. The reinforcement and the wooden square 12 are tightened with wooden wedges. Figure 4 As shown, a prefabricated composite floor slab part 16 is provided on the inner side of the outer prefabricated concrete shear wall.

[0047] Step 4, the inner steel frame 17 is connected to the Nth layer of the outer precast concrete shear wall 1 by the steel beam 18 for installation;

[0048] In step 4, after the installation of the inner steel frame 17 and the Nth layer of the outer precast concrete shear wall 1 is completed, the connecting steel beam 18 between the Nth layer of the outer precast concrete shear wall 1 and the inner steel frame 17 is installed. In order to minimize the deformation of the inner steel frame, the connecting steel beam 18 is installed symmetrically from the middle of the inner steel frame 17 to both sides. The steel beam and the outer precast concrete shear wall 1 are connected by bolts to facilitate the tolerance adjustment between the inner steel frame and the outer precast concrete shear wall. After the connection between the steel beam and the inner steel frame 17 is completed, a stable frame is finally formed. Figure 5 and Figure 6 As shown, one end of the connecting steel beam 18 and the external precast concrete shear wall 1 is provided with a steel beam upper flange 181, a steel beam lower flange 182 and a reinforcement 183. Since the reinforcement is set in advance at the lower part of the embedded plate of the external precast concrete shear wall, when the connecting steel beam is installed, the connecting end of the connecting steel beam and the shear wall embedded part does not need to be provided with other supports, which can speed up the installation speed. An embedded part is set at the corresponding position of the external precast concrete shear wall 1, and the connection with the connecting steel beam is achieved through the embedded part.

[0049] By directly setting the embedded parts connecting the steel beams on the external precast concrete shear wall, it is ensured that these embedded parts are accurately positioned when leaving the factory. Due to the accurate positioning of the embedded parts, the installation accuracy and quality can be effectively improved when welding the steel beams and shear walls on site. The position error of the traditional on-site adjustment and correction of the embedded parts is reduced, and the connection quality of the steel beams is guaranteed.

[0050] Step 5, installation of the N+1th layer composite floor slab 19;

[0051] Combination Figures 5 to 7 As shown, in step 5, the composite floor 19 is hoisted by a frame-type hoisting beam, and the support of the composite floor 19 is composed of an independent support and a beam support. The independent support and the beam support are adjusted to the corresponding elevation to ensure that the composite floor 19 is force balanced, and the length of the composite floor 19 plate end on the steel beam is greater than or equal to 40 mm, and the length of the composite floor 19 plate end on the external precast concrete shear wall 1 is greater than or equal to 10 mm.

[0052] Step 6: pouring concrete for the Nth layer of external precast concrete shear walls and the N+1th layer of composite floor slab 19.

[0053] Combination Figure 7 As shown, in step 6, after the composite floor 19 is installed, the water and electricity pipelines of the floor are inserted and the steel bars are tied. After acceptance, the cast-in-place section concrete of the external precast concrete shear wall is poured first, and then the floor concrete is poured.

[0054] The above-mentioned collaborative construction method of the present invention can realize fast and orderly construction by preferentially installing the two-layer inner steel frame of the vertical middle column section, and then installing the outer precast concrete shear wall, steel frame beam and floor slab in layers. This collaborative installation method can reduce the mutual interference between the construction of each part, speed up the construction process, and ensure the construction quality of each part. In addition, this sequence also reduces the mutual influence between the steel frame and the shear wall, further improving the installation efficiency and accuracy.

[0055] The technical features disclosed above are not limited to the disclosed combinations with other features. Those skilled in the art may also make other combinations between the technical features according to the purpose of the invention to achieve the purpose of the invention.

Claims

1. A method for collaborative construction of an internal steel frame and an external precast concrete shear wall structure, characterized in that: The construction steps include: Step 1: Structural component split design: split the internal steel frame and the external precast concrete shear wall structure, split the steel structure vertically into vertical column segments, each vertical column segment corresponds to two floors of the building, and split the external precast concrete shear wall according to the building facade separation layer; Step 2, the vertical column sections of the inner steel frame are installed and calibrated according to the vertical one column two layers; Step 3, installation of the Nth layer external precast concrete shear wall; S31: Installation of insulation strips and waterproof tapes. After the installation of the external precast concrete shear wall is completed, the gaps at the vertical connection nodes should be sealed with insulation materials first, and then a layer of self-adhesive butyl tape should be pasted to fix it; S32: Binding of steel bars and installation of formwork at the cast-in-place nodes of the external precast concrete shear wall. After the installation of the wall components is completed, the steel bars at the cast-in-place nodes should be bound first, and then the formwork should be installed; the formwork system uses multi-layer boards as the board surface, wooden squares as the secondary keels, and square steel pipes as the main keels. The formwork is fixed by setting tension bolts through the reserved holes and reserved bolt threads on the precast wall panels; S33: Edge sealing of the bottom of the external precast concrete shear wall. After the external precast concrete shear wall is installed, a horizontal cast-in-place joint with a height of 50mm to 70mm is provided at the bottom. The bottom of the inner side of the external wall is blocked by square wood plus limit bars. Limit bars are pre-embedded on the top plate with a spacing of 500mm to 600mm. The steel bars and wooden squares are tightened with wooden wedges; Step 4: Install the steel beams connecting the inner steel frame and the Nth layer of outer precast concrete shear wall; Step 5, installation of the N+1th layer of composite floor slab; Step 6: pour concrete for the Nth layer of external prefabricated shear walls and the N+1th layer of composite floor slabs.

2. The method for collaborative construction of an inner steel frame and an outer precast concrete shear wall structure according to claim 1 is characterized in that: In step 1, according to the planar arrangement of the inner steel frame and the outer precast concrete shear wall structure, the inner steel frame of each vertical segment can be divided into two or more planar flow sections for simultaneous construction.

3. The method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure according to claim 1 is characterized in that: In step 2, the installation of the inner steel frame of a vertical column section follows the plane direction to start installing four steel columns from the middle and tie the corresponding layer of steel beams at the same time, and gradually expand to both sides; after the installation of one layer of steel beams of a vertical column section is completed, the upper steel beams are installed from bottom to top and the inner steel frame is overall corrected and precisely corrected; after the overall correction, the high-strength bolts are initially tightened, and after the precise correction, the high-strength bolts are finally tightened.

4. The method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure according to claim 1 is characterized in that: In step 3, before installing the external precast concrete shear wall, complete the wall positioning and control line measurement, and seal the outer side of the external precast concrete shear wall with a PE strip; use the nut on the adjustment bolt reserved at the top of the lower wall to adjust the wall elevation so that the nut top elevation is the external precast concrete shear wall installation bottom elevation required by the design.

5. The method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure according to claim 4 is characterized in that: The installation sequence of the external precast concrete shear wall is to proceed piece by piece from one end to the other end starting from the corner of the building; after the external precast concrete shear wall is hoisted into place according to the control line, the inclined support is immediately installed for temporary fixation; each external precast concrete shear wall inclined support includes an inclined support long rod and an inclined support short rod, the upper support point of the inclined support long rod is not less than 2 / 3 of the wall height from the wall root, and the distance from the edge of the component is not less than 500mm, the angle between the inclined support long rod and the floor slab is 45° to 60°; the upper support point of the inclined support short rod is not more than 500mm away from the wall root; the inclined support is installed on the connecting parts of the wall panel and the floor slab.

6. The method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure according to claim 1 is characterized in that: In step 4, after the installation of the inner steel frame and the Nth layer of external precast concrete shear wall is completed, the connecting steel beam between the Nth layer of external precast concrete shear wall and the inner steel frame is installed. The installation of the connecting steel beam is symmetrically extended gradually from the middle of the inner steel frame to both sides. The steel beam and the external precast concrete shear wall are connected with bolts. After the connection between the steel beam and the inner steel frame is completed, a stable frame is finally formed.

7. The method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure according to claim 1 is characterized in that: In step 5, the composite floor is hoisted by frame-type hoisting beams, and the composite floor support is composed of independent supports and beam supports. The independent supports and beam supports are adjusted to the corresponding elevations to ensure the force balance of the composite floor. The length of the composite floor end on the steel beam is greater than or equal to 40 mm, and the length on the external precast concrete shear wall is greater than or equal to 10 mm.

8. The method for coordinated construction of an inner steel frame and an outer precast concrete shear wall structure according to claim 1 is characterized in that: In step 6, after the composite floor is installed, the water and electricity pipelines and steel bars are inserted into the floor. After acceptance, the cast-in-place section of the external precast concrete shear wall is poured first, and then the floor concrete is poured.

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