Supporting-free few-formwork assembly type main control building structure with high-performance connection and construction method of supporting-free few-formwork assembly type main control building structure

Abstract

The invention discloses a high-performance-connection support-free few-formwork assembly type main control building structure and a construction method. U-shaped and L-shaped shear walls are arranged on the outer side of a main control building, and frame columns are arranged on the inner side of the main control building to form an outer shear inner frame structure system. The lateral stiffness of the main control building is improved through the outer side shear wall, the number of internal frame columns is reduced, and the building function with few columns and large space is achieved; main control building wall, column, beam and plate components are prefabricated in a factory, a high-performance connecting technology is applied to assembly nodes, component node connecting steel bars do not need to be in direct contact and can be staggered, UHPC is poured in a node post-pouring area, short anchoring, lap joint free and high fault tolerance are achieved, and the engineering amount of field wet operation is greatly reduced. The installation fixing pieces are arranged at the bottoms of the columns / shear walls, and the hidden brackets for installation are arranged at the beam column joints, so that support-free and few-formwork construction of the assembly type main control building structure is achieved; according to the method, the mechanical construction rate is increased, and the requirements of on-site support-free and few-formwork installation and few-wet-node operation are met.

Description

Technical Field

[0001] The invention relates to the technical field of assembled buildings for electric power engineering, and in particular to a support-free, low-formwork assembled main control building structure with high-performance connection. Background Art

[0002] In recent years, with the continuous deepening of the construction of new power systems, substation projects have continued to advance into uninhabited areas and are gradually tending to be built in areas with special environmental conditions such as the northwest desert and the high altitude areas of Tibet. This has brought about a significant decrease in labor efficiency and difficulties in transportation due to remote locations, which has seriously restricted the quality and efficiency of on-site construction. There is an urgent need to use prefabricated technology to lightweight and effectively reduce transportation costs, and to improve project quality and effectively shorten construction periods through on-site mechanization of construction.

[0003] The substation control building is an indispensable part of the power system. It belongs to the category of industrial buildings and plays a key role. As the core of the substation, the control building integrates monitoring, control, dispatching and other functions, which is crucial to the stable operation of the power system.

[0004] The main control building of the substation project mainly adopts cast-in-place reinforced concrete structure + masonry filling wall, which requires a large number of manpower for formwork erection and support work, and frequent wet operations on site, resulting in a long construction period, low standardization and industrialization, and low construction efficiency. Although some projects have tried to use steel structures to improve efficiency, the steel structure solution has brought about problems such as poor sound insulation, insufficient waterproofing, fire prevention, corrosion resistance and thermal insulation performance, and its construction cost and maintenance cost are also relatively high.

[0005] The characteristics of the main control building of the substation project are: complex process layout, large load, and some functional rooms such as computer rooms and communication rooms require large space. At present, cast-in-place reinforced concrete frame structures are mostly used, with large cross-sections of frame beams and columns, low space utilization, and poor adaptability to high-intensity earthquake areas. Summary of the invention

[0006] The purpose of the present invention is to address the defects of the prior art, comprehensively apply high-performance connection technology and external shear inner frame structure, and provide a new assembled integral main control building structure and construction method to solve the problems of flexible layout, few columns and large space for functional rooms, and improve the assembly rate and mechanized construction rate.

[0007] To achieve the above objectives, the technical solution of the present invention is:

[0008] A high-performance connected support-free and low-formwork assembled main control building structure, comprising a U-shaped shear wall, an L-shaped shear wall and a frame column, wherein the U-shaped shear wall and the L-shaped shear wall are arranged outside the main control building, and two of the L-shaped shear walls are connected together by a second connecting beam to form a U-shaped shear wall, and the second connecting beam and the floor panel are on the same horizontal plane; the U-shaped shear wall, the L-shaped shear wall and the frame column constitute the lateral force resisting structure of the main control building, forming a frame-shear wall structure; the U-shaped shear wall and the L-shaped shear wall outside the main control building are connected to each other by connecting beams, and the U-shaped shear wall, the L-shaped shear wall and the connecting beam are arranged outside the main control building to form a cylindrical structure; the U-shaped shear wall is arranged at the middle axis of the outside of the main control building, and the L-shaped shear wall is arranged at the edge axis of the outside of the main control building; the wall limbs of the U-shaped shear wall and the L-shaped shear wall are arranged toward the outside of the main control building;

[0009] The construction method of the main control building structure comprises the following steps:

[0010] Step 1: First install the U-shaped shear wall, L-shaped shear wall and frame column of this layer;

[0011] Step 2: Install the first coupling beam, the second coupling beam, and the frame beam of this layer. The shear wall, frame column, coupling beam, and frame beam of this layer together form an overall frame-shear wall structure. A second coupling beam connects two L-shaped shear walls to form a U-shaped shear wall. The U-shaped shear walls and the adjacent two U-shaped shear walls are connected by the first coupling beam.

[0012] Step 3: Install the secondary beams, followed by the floor panels;

[0013] After the installation of the floor panels of this layer is completed, install the U-shaped shear walls, L-shaped shear walls and frame columns of the previous layer in the order of steps one to three, and complete the installation of connecting beams and frame beams in turn to form the overall structure of the second layer until the construction of the prefabricated main control building structure is completed.

[0014] Furthermore, air conditioners and rainwater pipes are arranged between the outer grooves of the U-shaped shear walls in the main control building, the L-shaped shear walls are arranged at the corners of the floor panels of each floor, the floor panels of each floor are rectangular as a whole, the L-shaped shear walls are arranged at the four corners of the rectangle, and the U-shaped shear walls are arranged on the side length of the rectangle; the U-shaped shear wall is located between two adjacent L-shaped shear walls, one or multiple U-shaped shear walls are arranged between two adjacent L-shaped shear walls at even intervals, the U-shaped shear walls of the upper and lower floors are assembled together up and down, and the L-shaped shear walls of the upper and lower floors are assembled together up and down, and multiple U-shaped shear walls and L-shaped shear walls jointly support the floor panels.

[0015] Furthermore, the U-shaped shear wall and the L-shaped shear wall, and two adjacent U-shaped shear walls are connected by a first connecting beam, and multiple first connecting beams are connected to form a rectangular frame. Frame beams and secondary beams are arranged in the rectangular frame, and the frame beams and secondary beams are arranged in a criss-cross pattern in the rectangular frame. Two ends of the frame beam are respectively connected to two opposite sides of the rectangular frame, and two ends of the secondary beam are respectively connected to two other opposite sides of the rectangular frame. One or multiple frame beams and secondary beams are evenly spaced in the rectangular frame, and the multiple frame beams are arranged parallel to each other, and the multiple secondary beams are arranged parallel to each other, and each frame beam is arranged perpendicularly to the secondary beam.

[0016] Furthermore, the frame column is vertically arranged at the intersection of the frame beam and the secondary beam, the frame column is arranged between two floor panels, the top end of the frame column is arranged at the intersection of the frame beam and the secondary beam of the upper floor panel, and the bottom end of the frame column is arranged at the intersection of the frame beam and the secondary beam of the lower floor panel to provide support for the floor panel; the frame column is either vertically arranged between the floor panel and the roof to provide support for the roof.

[0017] Furthermore, the frame columns and frame beams are prefabricated parts, and the frame columns are provided with reserved steel bars for prefabricated columns at the connection nodes with the frame beams, and the frame beams are provided with reserved steel bars for prefabricated beams at the corresponding positions of the connection nodes between the two. The reserved steel bars for prefabricated columns and the reserved steel bars for prefabricated beams are staggered with each other at the connection nodes between the two, and the reserved steel bars for prefabricated columns extend into the gaps between adjacent reserved steel bars for prefabricated beams. The area where the reserved steel bars for prefabricated columns and the reserved steel bars for prefabricated beams are staggered is the post-cast area of ​​the beam-column node, and the post-cast area of ​​the beam-column node is covered with UHPC ultra-high performance concrete.

[0018] Furthermore, the U-shaped shear wall and the L-shaped shear wall are both prefabricated parts, the shear wall of the current layer reserves reserved steel bars for the shear wall of the current layer at the wall-wall connection node position, the shear wall of the previous layer reserves reserved steel bars for the shear wall of the previous layer at the wall-wall connection node position, the reserved steel bars for the shear wall of the current layer and the reserved steel bars for the shear wall of the previous layer are staggered with each other, the reserved steel bars for the shear wall of the current layer extend into the gaps between the reserved steel bars for the adjacent shear wall of the previous layer, the area where the reserved steel bars for the shear wall of the current layer and the reserved steel bars for the shear wall of the previous layer are staggered is the post-cast area of ​​the wall-wall node, and the post-cast area of ​​the wall-wall node is covered with UHPC ultra-high performance concrete.

[0019] Furthermore, the frame columns are prefabricated parts, and the frame columns of this layer have reserved steel bars at the column-column connection node positions for the frame columns of this layer, and the frame columns of the upper layer have reserved steel bars at the column-column connection node positions for the frame columns of the upper layer, the reserved steel bars of the frame columns of this layer and the reserved steel bars of the frame columns of the upper layer are staggered with each other, and the reserved steel bars of the frame columns of this layer extend into the gaps between the reserved steel bars of the adjacent frame columns of the upper layer, and the area where the reserved steel bars of the frame columns of this layer and the reserved steel bars of the frame columns of the upper layer are staggered is the post-cast area of ​​the column-column node, and the post-cast area of ​​the column-column node is covered with UHPC ultra-high performance concrete.

[0020] Furthermore, the installation of the U-shaped shear wall 1, the L-shaped shear wall 2 and the frame column 3 includes installing the U-shaped shear wall, the L-shaped shear wall and the frame column of the bottom layer on the foundation, and the construction method of the U-shaped shear wall, the L-shaped shear wall and the frame column and the foundation node includes the following steps:

[0021] Step 1: When the prefabricated parts are produced in the factory, the installation fixtures are embedded at the bottom of the U-shaped shear wall, the L-shaped shear wall and the frame column. The bottom of the installation fixture is provided with a fixing bottom plate. The installation fixture is cross-shaped, and the fixing bottom plate is a flat plate. The shear wall reserved steel bars of the current layer are reserved at the bottom of the U-shaped shear wall and the L-shaped shear wall, and the frame column reserved steel bars of the current layer are reserved at the bottom of the frame column;

[0022] Step 2: When constructing the foundation on site, pre-embed the anchor bolts at the top of the foundation, fix the bottom plate of the fixing parts and the anchor bolts reserved at the top of the foundation together with bolts, and reserve the foundation steel bars at the top of the foundation;

[0023] Step 3: Use machinery to hoist the frame columns and shear walls on site. First, connect the pre-buried anchor bolts on the foundation with the installation fixtures through the anchor bolts for fixation;

[0024] Step 4: After the installation of multiple frame columns and shear walls is completed, the reserved steel bars of the shear wall of this layer reserved at the bottom of the U-shaped shear wall and the L-shaped shear wall extend into the gaps between the adjacent reserved steel bars of the foundation, and the reserved steel bars of the frame column of this layer reserved at the bottom of the frame column extend into the gaps between the adjacent reserved steel bars of the foundation. The area where the reserved steel bars of the foundation, the reserved steel bars of the shear wall of this layer, and the reserved steel bars of the frame column of this layer are staggered is the post-cast area of ​​the column / shear wall-foundation node. UHPC ultra-high performance concrete is used to cast the post-cast area of ​​the column / shear wall-foundation node, and the frame column, shear wall and foundation are connected through high-performance to form a whole.

[0025] Furthermore, the construction method of the connection node between the frame columns of this layer and the frame columns of the upper layer includes: pre-embedded anchor bolts on the top of the frame columns of this layer, and the top pre-embedded anchor bolts are fixed to the mounting fixtures of the frame columns of the upper layer through anchor bolts, and other installation steps and construction methods are the same as the construction method of the shear wall and the foundation.

[0026] Furthermore, the construction method of the frame column and frame beam node includes the following steps:

[0027] Step 1: Produce prefabricated parts in the factory, embed the first installation hidden bracket at the corresponding position of the connection node between the frame column and the frame beam, embed the second installation hidden bracket at the connection node between the frame beam and the frame column, and reserve the prefabricated column connection steel bars and prefabricated beam connection steel bars respectively;

[0028] Step 2: During the on-site assembly installation, after the frame column is hoisted, the frame beam is hoisted by machinery on site, and both ends of the frame beam are placed on the first installation hidden bracket of the frame column. The first installation hidden bracket and the second installation hidden bracket are in the shape of a rectangular parallelepiped. The first installation hidden bracket and the second installation hidden bracket are placed up and down, and the first installation hidden bracket and the second installation hidden bracket are fixed by installing fixing bolts;

[0029] Step 3: After the frame beams of this layer are hoisted, calibrate the frame columns and shear walls through laser positioning;

[0030] Step 4: High-performance connection of beam-column nodes. Check the positions of reserved steel bars of precast columns and precast beams. Use UHPC ultra-high performance concrete to cast the post-cast area of ​​beam-column nodes, and connect the frame columns and frame beams to form a whole.

[0031] In order to solve the above technical problems,

[0032] The beneficial effects of the present invention are:

[0033] 1. High assembly rate and high mechanized construction rate. The present invention adopts an outer shear inner frame assembly integral main control building structure. According to the "Assembly Building Evaluation Standard" (GB / T51129), the assembly rate is 82.6%. The advanced UHPC ultra-high performance concrete steel bar staggered connection technology is introduced. The high-performance connection means that reserved steel bars are set at the connection nodes of two adjacent components. The reserved steel bars of the two components are staggered at the connection nodes. The reserved steel bars of the two components do not need to be accurately positioned when they are produced in the factory, thereby improving the fault tolerance rate of on-site construction.

[0034] 2. Installation with less formwork and support-free. In the present invention, frame columns and frame beams are both provided with installation hidden corbels at the connection nodes, and the installation hidden corbels of the two are placed up and down, and then the installation hidden corbels placed up and down are fixed by bolts. Through the installation hidden corbels, the two ends of the frame beam are overlapped on the first installation hidden corbels on the adjacent frame columns, and the frame beam is supported by the first installation hidden corbels on the adjacent frame columns. During the connection process between the column and the beam, no additional support is provided for the frame beam, thereby realizing the installation of frame columns and frame beams on site with less formwork and support-free, greatly improving the on-site mechanized construction rate, thereby effectively reducing the construction period of the main control building.

[0035] 3. Flexible layout and large space. The present invention adopts an outer shear wall and inner frame assembly integral main control building structure. Since the shear wall limbs are arranged outside the main control building, the wall limbs are prevented from occupying the indoor space. At the same time, the internal frame columns of the main control building are greatly reduced, realizing a flexible layout of the main control building, and some process rooms such as computer rooms and communication rooms are arranged with few columns and large spaces.

[0036] 4. Reduce the number of indoor frame columns. In traditional building design, multiple rows of frame columns need to be arranged indoors, and the multiple rows of frame columns bear the horizontal resistance. In the present invention, multiple U-shaped and L-shaped shear walls are arranged on the outside of the building. The U-shaped and L-shaped shear walls bear the resistance in the X and Y directions, thereby reducing the number of indoor frame columns and increasing the indoor space.

[0037] 5. Integrated pipeline layout. The present invention arranges the opening of the U-shaped shear wall toward the outside of the main control building, and utilizes the inside of the notch of the U-shaped shear wall to integrate the air conditioning partition and drainage pipelines, thereby realizing the integrated design of air conditioning and pipelines, which can be matched with a variety of building exterior wall finishing materials to make the facade beautiful.

[0038] 6. Good earthquake resistance. The traditional frame structure system of the main control building of the present invention can only be used in earthquake zones of 8 degrees and below. The main control building structure with outer shear and inner frame assembly is adopted. Due to the addition of shear walls, the lateral force resistance of the main control building structure is greatly improved. According to calculations, it can be used in earthquake zones of 8.5 degrees and 9 degrees, and has better earthquake resistance than the traditional frame structure system. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] Figure 1 It is a schematic diagram of the three-dimensional structure of the main control building with an outer shear inner frame structure of the present invention.

[0040] Figure 2 It is a schematic diagram of the plan structure of the main control building with outer shear inner frame structure of the present invention.

[0041] Figure 3 This is a schematic diagram of the first floor plan structure of the main control building with a traditional frame structure;

[0042] Figure 4 This is a schematic diagram of the second-floor plan structure of the main control building with a traditional frame structure;

[0043] Figure 5 It is a schematic diagram of the plan structure of the first floor of the main control building with an outer shear inner frame structure according to an embodiment of the present invention.

[0044] Figure 6 It is a schematic diagram of the second-floor plan structure of the main control building with an outer shear inner frame structure according to an embodiment of the present invention.

[0045] Figure 7 Schematic diagram of the staggered connection of steel bars at a beam-column node according to an embodiment of the present invention.

[0046] Figure 8 Schematic diagram of staggered connection of steel bars at wall-to-wall nodes according to an embodiment of the present invention.

[0047] Fig. 9 This is a schematic diagram of the staggered connection of steel bars at a column-column node according to an embodiment of the present invention.

[0048] Fig.10 This is a schematic diagram of the staggered connection of steel bars at a column-column node according to an embodiment of the present invention.

[0049] Fig.11 It is a schematic diagram of the column / shear wall-foundation, column-column, and shear wall-shear wall node construction method according to an embodiment of the present invention.

[0050] Fig.12 Schematic diagram of the installation method of the fixing parts at the column / shear wall-foundation node according to the embodiment of the present invention.

[0051] Fig.13 Schematic diagram of the beam-column node construction method according to an embodiment of the present invention.

[0052] Fig.14 Schematic diagram of the method for installing a hidden corbel at a beam-column node according to an embodiment of the present invention.

[0053] Figure numerals: U-shaped shear wall 1; L-shaped shear wall 2; frame column 3; first connecting beam 11; second connecting beam 12; frame beam 13; secondary beam 14; floor panel 21; reserved steel bars 31 for precast columns; reserved steel bars 32 for precast beams; reserved steel bars 33 for shear walls on this layer; reserved steel bars 34 for shear walls on the previous layer; reserved steel bars 35 for frame columns on this layer; reserved steel bars 36 for frame columns on the previous layer; reserved steel bars 37 for foundation; embedded foundation anchor bolts 38; embedded studs 39; post-cast area 41 for beam-column node; post-cast area 42 for wall-wall node; post-cast area 43 for column-column node; post-cast area 44 for column / shear wall-foundation node; installation of fixings 51; fixing base plate 52; installation of hidden corbel 53; installation of hidden corbel 54; installation of fixing bolts 55. DETAILED DESCRIPTION

[0054] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present application more clearly understood, the present application is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and are not used to limit the present application.

[0055] The shear wall, frame column and other vertical components, connecting beam, frame beam and other horizontal components, together with the floor slab, form a frame-shear wall structural system. Since the shear wall is arranged outside the main control building and the frame column is arranged inside the main control building, it is called an "external shear inner frame" structural system.

[0056] like Figure 1 As shown, this embodiment provides a high-performance connected assembled main control building structure, including a U-shaped shear wall 1, an L-shaped shear wall 2, a frame column 3, a first connecting beam 11, a second connecting beam 12, a frame beam 13, a secondary beam 14, and a floor panel 21. The U-shaped shear wall 1, the L-shaped shear wall 2, the frame column 3, the first connecting beam 11, the second connecting beam 12, the frame beam 13, the secondary beam 14, and the floor panel 21 are all prefabricated reinforced concrete structures. Figure 1 In the figure, the U-shaped shear walls 1 of the upper and lower layers have been connected and assembled together, and the L-shaped shear walls 2 of the upper and lower layers have been connected and assembled together.

[0057] The two L-shaped shear walls 2 are connected together by the second connecting beam 12 to form a U-shaped shear wall 1. The second connecting beam 12 and the floor panel 21 are on the same horizontal plane.

[0058] like Figure 2 As shown, the U-shaped shear wall 1 and the L-shaped shear wall 2 are arranged on the outside of the main control building, and the frame column 3 is arranged on the inside of the main control building, which together constitute the lateral force resistance structure of the main control building, forming a frame-shear wall structural system. In a specific embodiment, the floor panel 21 of each floor is rectangular as a whole, and the L-shaped shear wall 2 is arranged at the corners of the floor panel 21 of each floor, that is, arranged at the four corners of the rectangle. The U-shaped shear wall 1 is arranged along the edge of the floor panel 21 of each floor, that is, the U-shaped shear wall 1 is arranged on the side length of the rectangular parallelepiped. The U-shaped shear wall 1 is located between two adjacent L-shaped shear walls 2. According to the length of the floor panel 21, multiple U-shaped shear walls 1 can be arranged between two adjacent L-shaped shear walls 2. Multiple U-shaped shear walls 1 are evenly spaced between two adjacent L-shaped shear walls 2. The U-shaped shear walls 1 of the upper and lower layers are assembled together, and the L-shaped shear walls 2 of the upper and lower layers are assembled together. A plurality of U-shaped shear walls 1 and L-shaped shear walls 2 jointly support the floor panels 21. Figure 1 As shown, in a specific embodiment, three U-shaped shear walls 1 are evenly spaced along the length direction of the floor panel 21 , and one U-shaped shear wall 1 is arranged along the width direction of the floor panel 21 .

[0059] The adjacent U-shaped shear wall 1 and L-shaped shear wall 2 are connected by the first connecting beam 11, and the two adjacent U-shaped shear walls 1 are also connected by the first connecting beam 11. The first connecting beam 11 between the adjacent U-shaped shear wall 1 and L-shaped shear wall 2, and the first connecting beam 11 between the two adjacent U-shaped shear walls 1 are connected to form a rectangular frame, and the rectangular frame is provided with frame beams 13 and secondary beams 14, and the frame beams 13 and secondary beams 14 are arranged in a crisscross manner in the rectangular frame. In a specific embodiment, the frame beams 13 and secondary beams 14 are perpendicular to each other and are arranged in a cross. The two ends of the frame beam 13 are respectively connected to the two opposite sides of the rectangular frame, and the two ends of the secondary beam 14 are respectively connected to the other two opposite sides of the rectangular frame. The rectangular frame can be used as the edge of the floor panel 21. According to the length or width of the floor panel 21, one or multiple frame beams 13 and secondary beams 14 can be set at even intervals. Multiple frame beams 13 are set parallel to each other, and multiple secondary beams 14 are set parallel to each other. Each frame beam 13 and secondary beam 14 are cross-set and vertically arranged. Figure 1 As shown, in a specific embodiment, one frame beam 13 is arranged along the length direction of the floor panel 21 , and six secondary beams 14 are arranged along the width direction of the floor panel 21 .

[0060] The frame column 3 is vertically arranged at the intersection of the frame beam 13 and the secondary beam 14, and the frame column 3 is arranged between two floor panels 21. The top of the frame column 3 is arranged at the intersection of the frame beam 13 and the secondary beam 14 of the upper floor panel, and the bottom of the frame column 3 is arranged at the intersection of the frame beam 13 and the secondary beam 14 of the lower floor panel to provide support for the floor panel 21; the frame column 3 is also vertically arranged between the floor panel 21 and the roof to support the roof. Figure 1 As shown, in a specific embodiment, frame columns 3 are arranged at three intersections of the frame beam 13 and the secondary beam 14 .

[0061] like Figures 3 to 4 As shown in the figure, it is a plan layout diagram of frame columns in a traditional frame structure system. As a comparison scheme with the present invention, in order to meet the seismic requirements of high-intensity areas, four rows of frame columns are arranged horizontally. The present invention sets a plurality of U-shaped and L-shaped shear walls on the outside of the building. Through the addition of the U-shaped and L-shaped shear walls, the U-shaped and L-shaped shear walls bear the resistance in the X and Y directions, thereby reducing the number of indoor frame columns and increasing the indoor space. Figure 5 and Figure 6As shown, it is a plan layout diagram of shear walls and frame columns in the external shear inner frame structural system in this embodiment. Through optimization, this embodiment reasonably arranges the U-shaped shear wall 1 and the L-shaped shear wall 2 on the outside of the main control building, and adjusts the arrangement of the outer wing wall of the main control building in the traditional frame structure scheme. The wing wall is mainly used for the centralized arrangement of the facade air-conditioning in the traditional frame structure scheme; the U-shaped shear wall 1 is used to replace the outer wing wall of the main control building in the traditional frame structure scheme, and the facade air-conditioning and rainwater pipes are centrally arranged in the outer groove of the U-shaped shear wall 1.

[0062] The facade air conditioner is located in the groove of the U-shaped shear wall 1; the rainwater pipe is located in the groove of the U-shaped shear wall 1 and is arranged along the vertical surface of the U-shaped groove. At the same time, blinds or perforated aluminum plates and other sunshades can be arranged on the outside of the U-shaped shear wall to close the U-shaped groove, thereby improving the heat exchange efficiency of the air conditioner. The present invention arranges the opening of the U-shaped shear wall toward the outside of the main control building, and utilizes the inside of the notch of the U-shaped shear wall to integrate the air conditioning partition and drainage pipeline to achieve an integrated design of air conditioning and pipelines, and can be matched with a variety of building exterior wall finishing materials to make the facade beautiful; at the same time, blinds or perforated aluminum plates and other sunshades can be arranged on the outside of the U-shaped shear wall to close the U-shaped groove to improve the heat exchange efficiency of the air conditioner and achieve energy saving and consumption reduction.

[0063] The present invention arranges U-shaped and L-shaped shear walls to bear the resistance in the X direction and the Y direction, thereby reducing the arrangement of indoor frame columns. This embodiment reasonably eliminates some frame columns inside the main control building of the traditional frame structure scheme. In the embodiment of the present invention, only one row of columns is retained inside the main control building to meet the seismic requirements of high-intensity areas.

[0064] Due to the reduction of frame columns inside the main control building and the cantilevered arrangement of the outer shear walls, that is, the wall limbs of the U-shaped shear walls and the L-shaped shear walls are arranged toward the outside of the main control building, the wall limbs are prevented from occupying the indoor space, so that the available building space inside the main control building is larger, and a flexible layout inside the main control building can be achieved.

[0065] For process rooms such as computer rooms and communication rooms in the main control building, larger space is often required due to the arrangement of more electrical equipment. Process professionals require that structural columns be installed as little as possible in the rooms. This embodiment achieves a large space layout with fewer columns in process rooms such as computer rooms and communication rooms in the main control building by adopting an external shear inner frame structure system.

[0066] like Figure 7As shown, the frame column 3 and the frame beam 13 are prefabricated in the factory. The frame column 3 reserves a prefabricated column reserved steel bar 31 at the node position where it is connected to the frame beam 13, and the frame beam 13 reserves a prefabricated beam reserved steel bar 32 at the corresponding position of the node. By applying high-performance connection technology, the prefabricated column reserved steel bar 31 and the prefabricated beam reserved steel bar 32 do not need to be in direct contact. The prefabricated column reserved steel bar 31 and the prefabricated beam reserved steel bar 32 are staggered with each other. The prefabricated column reserved steel bar 31 extends into the gap between the adjacent prefabricated beam reserved steel bars 32. When the beam 13 is produced in the factory, there is no need to accurately position the reserved steel bars 31 for the precast columns and the reserved steel bars 32 for the precast beams, thereby improving the fault tolerance rate of on-site construction; the post-cast area 41 of the beam-column node refers to the area where the reserved steel bars 31 for the precast columns and the reserved steel bars 32 for the precast beams are staggered. In the post-cast area 41 of the beam-column node, UHPC ultra-high performance concrete is used for pouring. Since UHPC has high tensile strength, short anchorage of steel bars, no overlap, and high fault tolerance can be achieved, which greatly reduces the amount of wet work on site.

[0067] like Figure 8 As shown, the shear wall of this layer and the shear wall of the previous layer are prefabricated in the factory. The shear wall of this layer reserves the reserved steel bars 33 of the shear wall of this layer at the wall-wall connection node position, and the shear wall of the previous layer reserves the reserved steel bars 34 of the shear wall of the previous layer at the wall-wall connection node position. By applying high-performance connection technology, the reserved steel bars 33 of the shear wall of this layer do not need to be in direct contact with the reserved steel bars 34 of the shear wall of the previous layer. The reserved steel bars 33 of the shear wall of this layer and the reserved steel bars 34 of the shear wall of the previous layer are staggered with each other. The reserved steel bars 33 of the shear wall of this layer extend into the gap between the adjacent reserved steel bars 34 of the shear wall of the previous layer. When the shear wall 2 of the current layer and the shear wall 2 of the previous layer are produced in the factory, there is no need to accurately locate the reserved steel bars 33 of the shear wall of the current layer and the reserved steel bars 34 of the shear wall of the previous layer, thereby improving the fault tolerance rate of on-site construction; the post-cast area 42 of the wall-wall node refers to the area where the reserved steel bars 33 of the shear wall of the current layer and the reserved steel bars 34 of the shear wall of the previous layer are staggered. In the post-cast area 42 of the wall-wall node, UHPC ultra-high performance concrete is used for casting. Due to the high tensile strength of UHPC, short anchorage of steel bars, no overlap, and high fault tolerance can be achieved, which greatly reduces the amount of wet work on site.

[0068] like Fig. 9 and Fig.10As shown, the frame columns 3 of this layer and the frame columns 3 of the previous layer are both prefabricated in the factory. The frame columns 3 of this layer reserve the reserved steel bars 35 of the frame columns of this layer at the column-column connection node position, and the frame columns 3 of the previous layer reserve the reserved steel bars 36 of the frame columns of the previous layer at the column-column connection node position. By applying high-performance connection technology, the reserved steel bars 35 of the frame columns of this layer do not need to be in direct contact with the reserved steel bars 36 of the frame columns of the previous layer. The reserved steel bars 35 of the frame columns of this layer and the reserved steel bars 36 of the frame columns of the previous layer are staggered with each other, and the reserved steel bars 35 of the frame columns of this layer extend into the gaps between the adjacent reserved steel bars 36 of the frame columns of the previous layer. When the frame columns 3 of this layer and the frame columns 3 of the previous layer are produced in the factory, it is not necessary to accurately locate the reserved steel bars 35 of the frame columns of this layer and the reserved steel bars 36 of the frame columns of the previous layer, thereby improving the fault tolerance rate of on-site construction; the post-casting area 43 of the column-column node refers to the area where the reserved steel bars 35 of the frame columns of this layer and the reserved steel bars 36 of the frame columns of the previous layer are staggered. In the post-casting area 43 of the column-column node, UHPC ultra-high performance concrete is used for pouring. Due to the high tensile strength of UHPC, short anchorage of steel bars, no overlap, and high fault tolerance can be achieved, which greatly reduces the amount of wet work on site.

[0069] In the present invention, in order to reduce the construction cost, all prefabricated components processed in the factory, such as the U-shaped shear wall 1, the L-shaped shear wall 2, the frame column 3, the first connecting beam 11, the second connecting beam 12, the frame beam 13, the secondary beam 14, the floor panel 21, etc., are made of ordinary concrete, and the post-cast nodes cast during the on-site installation process, such as the beam-column node post-casting area 41, the wall-wall node post-casting area 42, the column-column node post-casting area 43, etc., are made of UHPC ultra-high performance concrete.

[0070] The construction method of the assembled main control building with high-performance connection of the present invention comprises the following steps:

[0071] Step 1: First install the U-shaped shear wall 1, L-shaped shear wall 2 and frame column 3 of this layer;

[0072] Regarding the installation of U-shaped shear wall 1, L-shaped shear wall 2 and frame column 3 on this floor, Fig.11 and Fig.12 As shown, the bottom layer U-shaped shear wall 1, L-shaped shear wall 2 and frame column 3 are installed on the foundation.

[0073] Step 2: Install the coupling beams 11, 12 and frame beams 13 of the current layer, and the shear walls, frame columns 3, coupling beams and frame beams 13 of the current layer together form an overall frame-shear wall structure;

[0074] Connecting beams 11 are installed between adjacent U-shaped shear walls 1 and between adjacent U-shaped shear walls 1 and L-shaped shear walls 2 .

[0075] Step 3: Install the secondary beam 14, and then install the floor panel 21;

[0076] The frame beam 13 and the secondary beam 14 are arranged vertically and crosswise, and the frame column 3 is located at the intersection of the frame beam 13 and the secondary beam 14. After the installation of the floor panel 21 of this layer is completed, the U-shaped shear wall 1, the L-shaped shear wall 2 and the frame column 3 of the previous layer are installed in the order of steps one to three, and the installation of the connecting beam and the frame beam is completed in turn to form the overall structure of the second layer until the construction of the assembled main control building structure is completed.

[0077] (1) Construction methods of prefabricated columns, shear walls and foundation nodes, as well as construction methods of U-shaped shear walls 1 and L-shaped shear walls 2

[0078] Step 1: When the prefabricated vertical components are produced in the factory, the installation fixture 51 is embedded at the bottom of the U-shaped shear wall 1, the L-shaped shear wall 2, and the frame column 3, and the bottom of the installation fixture 51 is provided with a fixture bottom plate 52; at the same time, the shear wall reserved steel bars 33 of the current layer are reserved at the bottom of the U-shaped shear wall 1 and the L-shaped shear wall 2, and the frame column reserved steel bars 35 of the current layer are reserved at the bottom of the frame column 3. The installation fixture 51 is cross-shaped, and the bottom of the installation fixture 51 is provided with a fixture bottom plate 52, and the fixture bottom plate 52 is a flat plate.

[0079] Step 2: When constructing the foundation on site, pre-embed anchor bolts 38 at the top of the foundation at the center of the frame column and shear wall, and take fixing measures to calibrate and fix the anchor bolts; the fixing bottom plate 52 is fixed together with the anchor bolts 38 reserved at the top of the foundation by bolts. At the same time, the foundation reserved steel bars 37 are reserved at the top of the foundation for subsequent high-performance connection with the upper frame column and shear wall.

[0080] Step 3: Use machinery to hoist the frame columns and shear walls on site. After they are in place, first fix the pre-buried anchor bolts 38 on the foundation with the installation fixtures 51 through anchor bolts; calibrate the positioning of the frame columns and shear walls through laser positioning and other measures.

[0081] Step 4: After the installation of multiple frame columns and shear walls is completed, check the positions of the reserved foundation steel bars 37, shear wall reserved steel bars 33, and frame column reserved steel bars 35 at the top of the foundation; the reserved shear wall steel bars 33 of this layer reserved at the bottom of the U-shaped shear wall 1 and the L-shaped shear wall 2 extend into the gap between the adjacent reserved foundation steel bars () 37, and the reserved frame column steel bars 35 of this layer reserved at the bottom of the frame column 3 extend into the gap between the adjacent reserved foundation steel bars () 37. In this step, the area where the foundation reserved steel bars 37, the shear wall reserved steel bars 33 of this layer, and the frame column reserved steel bars 35 of this layer are staggered is the column / shear wall-foundation node post-casting area 44, and UHPC ultra-high performance concrete is used to cast the column / shear wall-foundation node post-casting area 44, and the frame column, shear wall and foundation are connected as a whole through high-performance connection.

[0082] Step 5: After the bottom shear wall is installed, the upper shear wall is installed on the bottom shear wall. Regarding the installation of the shear wall of this layer and the upper shear wall, anchor bolts 38 are embedded on the top of the frame column of this layer, and fixed to the upper frame column installation fixture 51 through anchor bolts. The reserved steel bars at the top of the shear wall of this layer are staggered with the reserved steel bars at the bottom of the upper shear wall.

[0083] Through the above construction methods and high-performance connection node design, prefabricated columns and shear walls can be installed quickly and efficiently without support and less formwork.

[0084] (2) Construction method of the node between the frame column of the current floor and the frame column of the upper floor

[0085] The construction method of the connection node between the frame column of the current layer and the frame column of the upper layer is basically the same as the construction method of the above-mentioned prefabricated column, shear wall and foundation. Anchor bolts 38 are pre-buried at the top of the frame column of the current layer, and the frame column of the upper layer is fixed with the mounting fixture 51 of the frame column of the upper layer through the anchor bolts. The other steps and construction methods are the same as the construction method (1). The mounting fixture (51) is pre-buried at the bottom of the frame column (3) of the upper layer, and a fixing bottom plate (52) is arranged at the bottom of the mounting fixture (51). The fixing bottom plate (52) is a flat plate. The frame column (3) of the upper layer is installed together with the frame column (3) of the current layer through the anchor bolts (38).

[0086] (3) Construction method of frame column and frame beam nodes

[0087] Step 1: If Fig.13 and Fig.14 As shown, when prefabricated components are produced in the factory, a first hidden corbel 53 for installation is embedded in the corresponding position of the frame column 3, and a second hidden corbel 54 for installation is embedded in the corresponding position of the frame beam 13; at the same time, prefabricated column connecting steel bars 31 and prefabricated beam connecting steel bars 32 are reserved respectively.

[0088] Step 2: During the on-site assembled installation, after the frame column 3 is hoisted, the frame beam 13 is hoisted mechanically on site, and the two ends of the frame beam 13 are placed on the first installation hidden bracket 53 of the frame column 3, and the installation fixing bolts 55 are tightened; an elliptical bolt hole is opened on the first installation hidden bracket 53 at the corresponding position of the installation fixing bolt 55, so as to facilitate the adjustment and calibration of the prefabricated manufacturing error and the on-site installation error.

[0089] In the present invention, the first hidden bracket 53 for installation and the second hidden bracket 54 for installation are both in the shape of a cuboid. The first hidden bracket 53 for installation and the second hidden bracket 54 for installation are placed up and down, and the first hidden bracket 53 for installation and the second hidden bracket 54 for installation are fixed by installing fixing bolts 55.

[0090] The present invention uses hidden corbels for installation. During the construction process, both ends of the frame beam 13 are overlapped on the first hidden corbels 53 for installation on the adjacent frame columns 3. The frame beam 13 is supported by the first hidden corbels 53 for installation on the adjacent frame columns 3. During the connection process between the column and the beam, no additional support is required for the frame beam 13, thereby realizing the installation of the frame columns and frame beams on site with less templates and without support, and can improve the construction efficiency.

[0091] Step 3: After the frame beams 13 of this layer are hoisted, the frame columns and shear walls are calibrated by laser positioning and other measures.

[0092] Step 4: High-performance connection of beam-column nodes. Check the positions of the reserved steel bars 31 of the precast columns and the reserved steel bars 32 of the precast beams; use UHPC ultra-high performance concrete to cast the post-cast area 41 of the beam-column node, and connect the frame column and the frame beam to form a whole through high-performance connection.

[0093] Through the above construction methods and high-performance connection node design, prefabricated columns and prefabricated beams can be installed quickly and efficiently without support and less formwork.

[0094] The embodiments described above are only used to illustrate the technical solutions of the present application, rather than to limit them. Although the present application has been described in detail with reference to the aforementioned embodiments, a person skilled in the art should understand that the technical solutions described in the aforementioned embodiments may still be modified, or some of the technical features may be replaced by equivalents. Such modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the embodiments of the present application, and should all be included in the protection scope of the present application.

Claims

1. A high-performance connected support-free and formwork-less assembled main control building structure, comprising a U-shaped shear wall (1), an L-shaped shear wall (2) and a frame column (3), characterized in that: The U-shaped shear wall (1) and the L-shaped shear wall (2) are arranged outside the main control building. The two L-shaped shear walls (2) are connected together by a second connecting beam (12) to form a U-shaped shear wall (1). The second connecting beam (12) and the floor panel (21) are located on the same horizontal plane. The U-shaped shear wall (1), the L-shaped shear wall (2) and the frame column (3) constitute the lateral force resistance structure of the main control building, forming a frame-shear wall structure. The U-shaped shear wall (1) and the L-shaped shear wall (2) outside the main control building are connected to each other by connecting beams. The U-shaped shear wall (1), the L-shaped shear wall (2) and the connecting beam are arranged outside the main control building to form a cylindrical structure. The U-shaped shear wall (1) is arranged at the middle axis of the outside of the main control building, and the L-shaped shear wall (2) is arranged at the edge axis of the outside of the main control building. The wall limbs of the U-shaped shear wall (1) and the L-shaped shear wall (2) are arranged toward the outside of the main control building. The construction method of the main control building structure comprises the following steps: Step 1: First install the U-shaped shear wall (1), L-shaped shear wall (2) and frame column (3) of this layer; Step 2: Install the first connecting beam (11), the second connecting beam (12), and the frame beam (13) of the current layer. The shear wall, the frame column (3), the connecting beam, and the frame beam (13) of the current layer together form an overall frame-shear wall structure. A second connecting beam (12) connects two L-shaped shear walls (2) to form a U-shaped shear wall (1). The U-shaped shear wall (1) and the L-shaped shear wall (2) and the two adjacent U-shaped shear walls (1) are connected by the first connecting beam (11). Step 3: Install the secondary beam (14), and then install the floor panel (21); After the installation of the floor panel (21) of the current layer is completed, the U-shaped shear wall (1), L-shaped shear wall (2) and frame column (3) of the previous layer are installed in the order of step 1 to step 3, and the installation of the connecting beam and frame beam is completed in sequence to form the overall structure of the second layer, until the construction of the assembled main control building structure is completed.

2. According to claim 1, a high-performance connection-free support-less mold assembly-type main control building structure is characterized by: Air conditioners and rainwater pipes are arranged between the outer grooves of the U-shaped shear wall (1) of the main control building; the L-shaped shear wall (2) is arranged at the corners of the floor panel (21) of each floor; the floor panel (21) of each floor is rectangular in shape; the L-shaped shear wall (2) is arranged at the four corners of the rectangle; and the U-shaped shear wall (1) is arranged on the side length of the rectangle; the U-shaped shear wall (1) is located between two adjacent L-shaped shear walls (2); one or multiple U-shaped shear walls (1) are arranged between two adjacent L-shaped shear walls (2) at even intervals; the U-shaped shear walls (1) of the upper and lower floors are assembled together; the L-shaped shear walls (2) of the upper and lower floors are assembled together; and the multiple U-shaped shear walls (1) and the L-shaped shear walls (2) jointly support the floor panel (21).

3. According to claim 1, a high-performance connection-free support-less mold assembly-type main control building structure is characterized by: The U-shaped shear wall (1) and the L-shaped shear wall (2) and two adjacent U-shaped shear walls (1) are connected by a first connecting beam (11). A plurality of first connecting beams (11) are connected to form a rectangular frame. A frame beam (13) and a secondary beam (14) are arranged in a crisscross pattern in the rectangular frame. The two ends of the frame beam (13) are respectively connected to two opposite sides of the rectangular frame, and the two ends of the secondary beam (14) are respectively connected to two other opposite sides of the rectangular frame. One or a plurality of frame beams (13) and secondary beams (14) are arranged in the rectangular frame at even intervals. The plurality of frame beams (13) are arranged parallel to each other, and the plurality of secondary beams (14) are arranged parallel to each other. Each frame beam (13) and the secondary beam (14) are arranged crosswise and perpendicularly.

4. According to claim 1, a high-performance connection-free support-less mold assembly type main control building structure is characterized by: The frame column (3) is vertically arranged at the intersection of the frame beam (13) and the secondary beam (14); the frame column (3) is arranged between two floor panels (21); the top end of the frame column (3) is arranged at the intersection of the frame beam (13) and the secondary beam (14) of the upper floor panel; the bottom end of the frame column (3) is arranged at the intersection of the frame beam (13) and the secondary beam (14) of the lower floor panel to provide support for the floor panel (21); the frame column (3) is vertically arranged between the floor panel (21) and the roof to provide support for the roof.

5. According to the high-performance connection free-support and few-form assembled main control building structure of claim 1, it is characterized by: The frame column (3) and the frame beam (13) are prefabricated parts. The frame column (3) is provided with a prefabricated column reserved steel bar (31) at a connection node position with the frame beam (13). The frame beam (13) is provided with a prefabricated beam reserved steel bar (32) at a corresponding position of the connection node between the two. The prefabricated column reserved steel bar (31) and the prefabricated beam reserved steel bar (32) are arranged staggered with each other at the connection node between the two. The prefabricated column reserved steel bar (31) extends into a gap between adjacent prefabricated beam reserved steel bars (32). The area where the prefabricated column reserved steel bar (31) and the prefabricated beam reserved steel bar (32) are staggered is a beam-column node post-casting area (41). The beam-column node post-casting area (41) is covered with UHPC ultra-high performance concrete.

6. According to the high-performance connection free-support and few-form assembled main control building structure of claim 1, it is characterized by: The U-shaped shear wall (1) and the L-shaped shear wall (2) are both prefabricated parts. The shear wall of the current layer reserves reserved steel bars (33) of the shear wall of the current layer at the wall-wall connection node position. The shear wall of the previous layer reserves reserved steel bars (34) of the shear wall of the previous layer at the wall-wall connection node position. The reserved steel bars (33) of the shear wall of the current layer and the reserved steel bars (34) of the shear wall of the previous layer are arranged staggered with each other. The reserved steel bars (33) of the shear wall of the current layer extend into the gap between the adjacent reserved steel bars (34) of the shear wall of the previous layer. The area where the reserved steel bars (33) of the shear wall of the current layer and the reserved steel bars (34) of the shear wall of the previous layer are staggered is the post-cast area (42) of the wall-wall node. The post-cast area (42) of the wall-wall node is covered with UHPC ultra-high performance concrete.

7. According to claim 1, a high-performance connection-free support-less mold assembly type main control building structure is characterized by: The frame columns (3) are prefabricated parts. The frame columns (3) of the current layer reserve reserved steel bars (35) for the frame columns of the current layer at the column-column connection node positions. The frame columns (3) of the previous layer reserve reserved steel bars (36) for the frame columns of the previous layer at the column-column connection node positions. The reserved steel bars (35) for the frame columns of the current layer and the reserved steel bars (36) for the frame columns of the previous layer are arranged staggered with each other. The reserved steel bars (35) for the frame columns of the current layer extend into the gaps between the reserved steel bars (36) for the frame columns of the previous layer. The area where the reserved steel bars (35) for the frame columns of the current layer and the reserved steel bars (36) for the frame columns of the previous layer are staggered is a column-column node post-casting area (43). The column-column node post-casting area (43) is covered with UHPC ultra-high performance concrete.

8. According to claim 1, a high-performance connection-free support-less formwork assembled main control building structure is characterized by: The installation of the U-shaped shear wall 1, the L-shaped shear wall 2 and the frame column 3 comprises installing the U-shaped shear wall (1), the L-shaped shear wall (2) and the frame column (3) of the bottom layer on the foundation. The construction method of the U-shaped shear wall (1), the L-shaped shear wall (2) and the frame column (3) and the foundation node comprises the following steps: Step 1: When the prefabricated parts are produced in a factory, a mounting fixture (51) is embedded at the bottom of the U-shaped shear wall (1), the L-shaped shear wall (2), and the frame column (3); a fixing bottom plate (52) is provided at the bottom of the mounting fixture (51); the mounting fixture (51) is cross-shaped; the fixing bottom plate (52) is a flat plate; reserved steel bars (33) for the shear walls of the current layer are reserved at the bottom of the U-shaped shear wall (1) and the L-shaped shear wall (2); and reserved steel bars (35) for the frame columns of the current layer are reserved at the bottom of the frame column (3); Step 2: When constructing the foundation on site, pre-embed the anchor bolts (38) at the top of the foundation, fix the fixing base plate (52) and the anchor bolts (38) reserved at the top of the foundation together with bolts, and reserve the foundation reserved steel bars (37) at the top of the foundation; Step 3: Use machinery to hoist the frame columns and shear walls on site, first connect the pre-buried foundation bolts (38) and the installation fixtures (51) through the foundation bolts for fixing; Step 4: After the installation of multiple frame columns and shear walls is completed, the reserved steel bars (33) for the shear walls of this layer reserved at the bottom of the U-shaped shear wall (1) and the L-shaped shear wall (2) extend into the gaps between the adjacent reserved steel bars (37) for the foundation, and the reserved steel bars (35) for the frame columns of this layer reserved at the bottom of the frame column (3) extend into the gaps between the adjacent reserved steel bars (37) for the foundation. The area where the reserved steel bars (37) for the foundation, the reserved steel bars (33) for the shear walls of this layer, and the reserved steel bars (35) for the frame columns of this layer are staggered is the column / shear wall-foundation node post-casting area (44). UHPC ultra-high performance concrete is used to cast the column / shear wall-foundation node post-casting area (44), and the frame column, shear wall and foundation are connected to form a whole through high-performance connection.

9. The high-performance connection-free support-less formwork assembled main control building structure according to claim 1 is characterized in that: The construction method of the connection node between the frame column (3) of the current layer and the frame column (3) of the upper layer comprises: pre-embedding anchor bolts (38) at the top of the frame column (3) of the current layer, and fixing the top pre-embedded anchor bolts (38) to the mounting fixture (51) of the frame column (3) of the upper layer through the anchor bolts, and other installation steps and construction methods are the same as the construction method of the shear wall and the foundation.

10. The high-performance connection-free support-less formwork assembled main control building structure according to claim 1 is characterized in that: The construction method of the node between the frame column (3) and the frame beam (13) comprises the following steps: Step 1: Prefabricated parts are produced in a factory, a first hidden bracket (53) for installation is embedded at a corresponding position of the connection node between the frame column (3) and the frame beam (13), and a second hidden bracket (54) for installation is embedded at the connection node between the frame beam (13) and the frame column (3), and prefabricated column connection steel bars (31) and prefabricated beam connection steel bars (32) are reserved respectively; Step 2: During the on-site assembly installation, after the frame column (3) is hoisted, the frame beam (13) is hoisted by machinery on site, and the two ends of the frame beam (13) are placed on the first installation hidden bracket (53) of the frame column (3). The first installation hidden bracket (53) and the second installation hidden bracket (54) are in the shape of a rectangular parallelepiped. The first installation hidden bracket (53) and the second installation hidden bracket (54) are placed up and down, and the first installation hidden bracket (53) and the second installation hidden bracket (54) are fixed by installing fixing bolts (55); Step 3: After the frame beams (13) of this layer are hoisted, the frame columns and shear walls are calibrated by laser positioning; Step 4: High-performance connection of beam-column joints. Check the positions of the reserved steel bars (31) of the precast columns and the reserved steel bars (32) of the precast beams. Use UHPC ultra-high performance concrete to cast the post-cast area (41) of the beam-column joints, and connect the frame columns and frame beams to form a whole.

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