Step-by-step construction method based on construction platform of fully prefabricated shear wall structure

Abstract

The present invention discloses a step-by-step construction method for a construction platform based on a fully prefabricated shear wall structure, S1. Pre-construction simulation, inputting the shear wall bearing load parameters into MIDAS, constructing a basic model, dividing the top surface of the shear wall into a number of construction areas, partitions 1, 2...N, where N is a natural number; wherein, the odd-numbered partitions are prefabricated shear wall segments, the even-numbered partitions are prefabricated shear wall vertical cast-in-place segments, and the supporting steel columns of the construction platform, wherein the cardinal-numbered partitions are the first steel columns, and the even-numbered partitions are the second steel columns; according to the parameters of the partitions, numerical analysis software is input for simulation, and the simulation results show that when the maximum stress ratio of the steel components of the construction platform exceeds 0.80 or the maximum displacement under the wind load state exceeds 25 mm, the corresponding partitions should be increased, and the number of supporting columns should be increased at the same time, until the numerical analysis software verification meets the requirements; S2: construction is carried out according to the simulation data; partitioned construction can solve the load and displacement problems after alternating construction.

Description

Technical Field

[0001] The present invention relates to the technical field of prefabricated shear wall assembly, and more particularly, to a step-by-step construction method of a construction platform based on a fully prefabricated shear wall structure. Background Art

[0002] Shear wall is also called wind-resistant wall, earthquake-resistant wall or structural wall; it is a wall in a house or structure that mainly bears horizontal loads and vertical loads (gravity) caused by wind loads or earthquakes to prevent structural shear (shear) damage; it is also called earthquake-resistant wall and is generally made of reinforced concrete.

[0003] Shear walls are usually constructed on-site by pouring cement mortar, but cast-in-place shear walls usually have large construction workload and long construction time, so fully prefabricated and assembled shear walls came into being.

[0004] Currently, the main application scenarios are mostly for cast-in-place shear wall structures, with the core tube or shear wall as the load-bearing point. The load-bearing attachment point of the construction platform usually requires embedded parts or reserved openings on the inner and outer sides of the shear wall, which makes it difficult to maintain the integrity of the outside of the shear wall.

[0005] For fully prefabricated shear wall structures, the exterior facing of the shear wall is prefabricated. If the construction platform is attached in a traditional manner, it will cause damage to the exterior facing of the exterior wall and it will be difficult to repair. Therefore, the traditional construction platform is difficult to adapt to the fully prefabricated shear structure. Therefore, a construction platform attachment system based on the fully prefabricated shear wall structure is needed, and its construction method can meet the requirements of the prefabricated shear wall hoisting operation. Summary of the Invention

[0006] The object of the present invention is to provide a step-by-step construction method for a construction platform based on a fully prefabricated shear wall structure.

[0007] The above technical objectives of the present invention are achieved through the following technical solutions: a step-by-step construction method based on a construction platform of a fully prefabricated shear wall structure, S1. Pre-construction simulation: input the shear wall load parameters into MIDAS, build a basic model, and divide the top surface of the shear wall into several construction areas, namely, zones 1, 2...N, where N is a natural number;

[0008] Among them, the odd-numbered partitions are prefabricated shear wall sections, the even-numbered partitions are prefabricated shear wall vertical cast-in-place sections, and the supporting steel columns of the construction platform, among which the odd-numbered partitions are the first steel columns and the even-numbered partitions are the second steel columns;

[0009] Input the numerical analysis software into the partition parameters for simulation. The simulation results show that when the maximum stress ratio of the construction platform steel components exceeds 0.80 or the maximum displacement under wind load exceeds 25mm, the corresponding partitions should be added and the number of support columns should be increased until the numerical analysis software meets the requirements.

[0010] S2: Carry out construction according to simulation data.

[0011] Through the above steps, it is possible to first support the construction platform through any one or more partitions, and by dividing the support points of the construction platform into partitions, it is possible to effectively realize the partition lifting situation. While first ensuring the stability of the construction platform, as many prefabricated shear walls as possible can be hoisted and constructed at one time. Changing the traditional shear wall side wall support points to the existing contact top wall support points can effectively discover the connection status of the support points, making it easier to supplement or change the support points and more convenient to check. Setting the attachment point of the construction platform on the top surface of the prefabricated shear wall can effectively prevent the facade of the prefabricated shear wall from being damaged and affecting the appearance, and can avoid damage to the decoration of the facade shear wall.

[0012] The present invention is further configured as follows: S2: performing construction according to simulation data, further comprising:

[0013] Step S20: construct the odd-numbered partitions of the prefabricated shear wall on the Mth floor, using the second steel column of the even-numbered partition on the M-1th floor as the support point, where M is a natural number greater than 1;

[0014] At this time, the second steel column of the even-numbered partition is supported on the precast shear wall on the M-1 floor, and the first steel column of the odd-numbered partition is initially suspended in the air, with the tower crane support column supported inside the core tube.

[0015] Step S21: hoisting stage of prefabricated shear walls of odd-numbered partitions on the Mth floor;

[0016] Step S22: During the grouting stage of the bottom of the odd-numbered partition precast shear wall of the Mth layer, the high-pressure grouting at the bottom of the odd-numbered partition precast shear wall is connected to the lower concrete layer, and the construction of the odd-numbered partition precast shear wall of the Mth layer is completed.

[0017] The arrangement of constructing odd-numbered partitions first or constructing several odd-numbered partitions in sequence can ensure the best stability during construction.

[0018] The present invention is further configured as follows: S2: performing construction according to simulation data, further comprising:

[0019] Step S24: constructing the even-numbered partitions of the M-th floor prefabricated shear wall, using the first steel column of the odd-numbered partition of the M-th floor as the support point, where M is a natural number greater than 1;

[0020] At this time, the first steel column of the odd-numbered partition is supported on the prefabricated shear wall of the M-th floor, the second steel column of the even-numbered partition is lifted 4 meters and maintained in a suspended state, and the tower crane support column is supported in the core tube;

[0021] Step S25: the Mth floor pre-even-number partitioned shear wall hoisting stage;

[0022] Step S26: In the grouting stage of the bottom of the precast shear wall of the even-numbered partition of the Mth layer, high-pressure grouting is performed on the bottom of the precast shear wall of the even-numbered partition to form a connection with the lower concrete layer.

[0023] By constructing the odd-numbered partitions one by one or as a whole, and then constructing the even-numbered partitions one by one or as a whole, sufficient bearing capacity and support force can be provided for the construction platform, and the wind resistance performance during the construction process can be further improved.

[0024] The present invention is further configured to include, after step S2, step S3: a construction platform lifting stage;

[0025] At this time, the first steel column of the odd-numbered partition is supported on the Mth floor after construction, the second steel column of the even-numbered partition is supported on the Mth floor after construction, and the tower crane support column is supported inside the core tube;

[0026] Step S30: The M-th layer beam and slab horizontal prefabricated component installation stage. At this time, after the grouting strength of the bottom of the M-th layer prefabricated shear wall reaches 50%, the installation of the horizontal prefabricated components begins. At the same time, the pouring of the M-th layer wall beam and slab concrete cast-in-place section is prepared.

[0027] When both odd-numbered and even-numbered partitions are completed and the overall lifting stage and beam and floor plate installation stage are reached, the construction of this floor is completed.

[0028] The present invention is further configured such that step S3 specifically includes: step S31: in the cast-in-place stage of the post-cast beam and slab of the Mth layer, the vertical joint of the shear wall at the second steel column is cast first, and then the cast-in-place part of the beam and slab is cast.

[0029] The construction of this layer is completed by casting the cast-in-place part in situ, and the gaps or unspliced and unconnected parts are fixedly connected through cast-in-situ construction.

[0030] The present invention is further configured to include, after step S31, the following step S32: the construction platform is lifted as a whole to reach the initial construction state of the M+1th layer, odd-numbered partitions are constructed first, and the second steel columns of the even-numbered partitions are used as support.

[0031] After the construction of the previous layer is completed, the overall construction platform rises to complete the final step of the alternating construction, and then returns to its original state to complete the alternation.

[0032] The present invention is further configured as follows: the prefabricated shear wall section is divided into a flat prefabricated shear wall and a corner special-shaped prefabricated shear wall, the number of supporting steel columns is estimated according to the concrete bearing strength of the flat prefabricated shear wall and the corner special-shaped prefabricated shear wall, and the number of foundation supporting steel columns is obtained based on the maximum bearing capacity of a single supporting steel column, and then the foundation supporting steel columns are evenly distributed in odd-numbered partitions and even-numbered partitions.

[0033] The prefabricated shear walls are divided into two types: flat plate and corner anisotropic, and the construction is prioritized. The corner anisotropic prefabricated shear walls can obtain better supporting strength and wind resistance when constructing even-numbered floors.

[0034] The present invention is further configured such that the distance between the supporting steel columns arranged in each independent partition and the nearest adjacent supporting steel columns is 8 to 12 meters.

[0035] Setting the spacing between the supporting steel columns within the range of 8 to 12 meters can limit the distribution between the steel columns, thereby providing stable supporting strength.

[0036] The present invention is further configured as follows: 75% to 95% of the corner special-shaped prefabricated shear walls of the entire project should be allocated to the odd-numbered partitions, and 75% to 95% of the flat plate prefabricated shear walls of the entire project should be allocated to the even-numbered partitions.

[0037] Allocating most of the corner special-shaped precast shear walls to priority construction projects can provide a more stable construction process and better overall wind resistance performance.

[0038] The present invention is further configured such that the supporting steel columns on the odd-numbered partitions and the even-numbered partitions are preferentially arranged at corners.

[0039] In summary, the present invention has the following beneficial effects: through the above steps, it is possible to first support the construction platform through any one or more partitions, and by partitioning the support points of the construction platform, it is possible to effectively realize the partitioned lifting situation. While first ensuring the stability of the construction platform, more prefabricated shear walls can be hoisted and constructed as much as possible at one time. Changing the traditional shear wall side wall support points to the existing contact top wall support points can effectively discover the connection status of the support points, which is more convenient for supplementing or changing the support points and more convenient for inspection. Setting the attachment point of the construction platform on the top surface of the prefabricated shear wall can effectively prevent the facade of the prefabricated shear wall from being damaged and affecting the appearance, and can avoid damage to the decoration of the facade shear wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] Figure 1 is a stress diagram of a plate element in an embodiment of the present invention;

[0041] Figure 2 is a steel reinforcement coefficient diagram in an embodiment of the present invention;

[0042] Figure 3 Schematic diagram of a model in an embodiment of the present invention;

[0043] Figure 4 This is a schematic diagram of a construction platform model in an embodiment of the present invention;

[0044] Figure 5 This is a cloud diagram of the wind load deformation of the construction platform in an embodiment of the present invention;

[0045] Figure 6 This is a stress cloud diagram of the construction platform in an embodiment of the present invention;

[0046] Figure 7 : is a stress ratio cloud diagram of a construction platform in an embodiment of the present invention;

[0047] Figure 8 The embodiment of the present invention is to establish a distribution diagram of steel columns of the wall top surface partition;

[0048] Figure 9 2. It is a schematic diagram of alternating construction supports in an embodiment of the present invention. DETAILED DESCRIPTION

[0049] In order to enable those skilled in the art to better understand the solutions of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the embodiments described are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts should fall within the scope of protection of the present invention.

[0050] It should be noted that if the description and claims of the present invention and the above-mentioned drawings refer to the terms "first", "second", etc., they are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that the terms used in this way can be interchanged where appropriate to facilitate the embodiments of the present invention described herein. In addition, if the terms "including" and "having" and any variations thereof are involved, it is intended to cover non-exclusive inclusions. For example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0051] Furthermore, in this disclosure, the terms "installed," "disposed," "provided with," "connected," "connected," and "socketed" should be interpreted broadly. For example, these terms may refer to fixed connections, removable connections, or integral structures; mechanical connections or electrical connections; direct connections, indirect connections through an intermediary, or internal communication between two devices, elements, or components. Those skilled in the art will understand the specific meanings of these terms in this disclosure based on the specific circumstances.

[0052] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments of the present invention can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0053] The following is combined with Figure 1-8 The present invention is described in further detail.

[0054] Example

[0055] In this embodiment, based on the problems raised in the background technology, there are mainly the following defects:

[0056] 1. The current fully prefabricated shear wall will reserve holes in advance during construction;

[0057] 2. During construction, the prefabricated shear wall will be damaged for the second time, causing quality problems such as waterproofing and thermal insulation;

[0058] 3. It is impossible to protect the exterior facade of the prefabricated wall and its integrity;

[0059] 4. Due to the existence of the above problems, it is still impossible to carry out prefabricated decoration of the facade of prefabricated shear walls. If the prefabricated decoration of the facade of prefabricated shear walls can be solved, the difficulty and period of decoration in the later stage will be greatly shortened, thereby realizing the true effect of prefabricated shear walls.

[0060] like Figure 1 、 Figure 2 、 Figure 3 、 Figure 4 、 Figure 5 、 Figure 6 、 Figure 7 、 Figure 8 and Figure 9 As shown, the step-by-step construction method based on the construction platform of the fully prefabricated shear wall structure includes:

[0061] S1. Pre-construction simulation: Input the shear wall load parameters into MIDAS, build a basic model, and divide the top surface of the shear wall into several construction areas, partitioned 1, 2...N, where N is a natural number;

[0062] Among them, the odd-numbered partitions are prefabricated shear wall sections, the even-numbered partitions are prefabricated shear wall vertical cast-in-place sections, and the supporting steel columns of the construction platform, among which the odd-numbered partitions are the first steel columns and the even-numbered partitions are the second steel columns;

[0063] Input the numerical analysis software into the partition parameters for simulation. The simulation results show that when the maximum stress ratio of the construction platform steel components exceeds 0.80 or the maximum displacement under wind load exceeds 25mm, the corresponding partitions should be added and the number of support columns should be increased until the numerical analysis software meets the requirements.

[0064] S2: Carry out construction according to simulation data.

[0065] Step S20: construct the odd-numbered partitions of the prefabricated shear wall on the Mth floor, using the second steel column of the even-numbered partition on the M-1th floor as the support point, where M is a natural number greater than 1;

[0066] At this time, the second steel column of the even-numbered partition is supported on the precast shear wall on the M-1 floor, and the first steel column of the odd-numbered partition is initially suspended in the air, with the tower crane support column supported inside the core tube.

[0067] Step S21: hoisting stage of prefabricated shear walls of odd-numbered partitions on the Mth floor;

[0068] Step S22: During the grouting stage of the bottom of the odd-numbered partition precast shear wall of the Mth layer, the high-pressure grouting at the bottom of the odd-numbered partition precast shear wall is connected to the lower concrete layer, and the construction of the odd-numbered partition precast shear wall of the Mth layer is completed.

[0069] The arrangement of constructing odd-numbered partitions first or constructing several odd-numbered partitions in sequence can ensure the best stability during construction.

[0070] S2: Construction according to simulation data, including:

[0071] Step S24: constructing the even-numbered partitions of the M-th floor prefabricated shear wall, using the first steel column of the odd-numbered partition of the M-th floor as the support point, where M is a natural number greater than 1;

[0072] At this time, the first steel column of the odd-numbered partition is supported on the prefabricated shear wall of the M-th floor, the second steel column of the even-numbered partition is lifted 4 meters and maintained in a suspended state, and the tower crane support column is supported in the core tube;

[0073] Step S25: the Mth floor pre-even-number partitioned shear wall hoisting stage;

[0074] Step S26: In the grouting stage of the bottom of the precast shear wall of the even-numbered partition of the Mth layer, high-pressure grouting is performed on the bottom of the precast shear wall of the even-numbered partition to form a connection with the lower concrete layer.

[0075] Step S3: Construction platform lifting stage;

[0076] At this time, the first steel column of the odd-numbered partition is supported on the Mth floor after construction, the second steel column of the even-numbered partition is supported on the Mth floor after construction, and the tower crane support column is supported inside the core tube;

[0077] Step S30: The M-th layer beam and slab horizontal prefabricated component installation stage. At this time, after the grouting strength of the bottom of the M-th layer prefabricated shear wall reaches 50%, the installation of the horizontal prefabricated components begins. At the same time, the pouring of the M-th layer wall beam and slab concrete cast-in-place section is prepared.

[0078] Step S3 specifically includes: Step S31: in the cast-in-place stage of the post-cast beam and slab of the Mth layer, the vertical joint of the shear wall at the second steel column is cast first, and then the cast-in-place part of the beam and slab is cast.

[0079] Step S31 also includes: Step S32: the construction platform is lifted as a whole to reach the initial construction state of the M+1th layer, odd-numbered partitions are constructed first, and the second steel columns of the even-numbered partitions are used as support.

[0080] The prefabricated shear wall section is divided into flat prefabricated shear walls and corner special-shaped prefabricated shear walls. The number of supporting steel columns is estimated based on the concrete bearing strength of the flat prefabricated shear walls and the corner special-shaped prefabricated shear walls, and the number of foundation supporting steel columns is calculated based on the maximum bearing capacity of a single supporting steel column. The foundation supporting steel columns are then evenly distributed in odd and even partitions.

[0081] The distance between the supporting steel columns set in each independent partition and the nearest adjacent supporting steel columns is 8 to 12 meters.

[0082] 75% to 95% of the project's corner special-shaped precast shear walls should be allocated to odd-numbered partitions, and 75% to 95% of the project's flat-plate precast shear walls should be allocated to even-numbered partitions.

[0083] In this embodiment, the supporting steel columns on the odd-numbered partitions and the even-numbered partitions are preferably set at the corners, and the steel column landing point of the corner special-shaped prefabricated shear wall is set at a distance of 500 to 1200 mm from the corner. The steel column landing point of the flat prefabricated shear wall is set at the center top surface of the flat plate or symmetrically set on the top surfaces of both ends of the flat plate.

[0084] In this embodiment, the core tube area, i.e., the elevator shaft area, still adopts the step-by-step cast-in-place method. As the key support area, the core tube area requires stronger support strength, and the core tube cast-in-place area can be operated on the construction platform, so as to achieve a construction method that exceeds the level of the construction platform, and can effectively utilize the construction platform in conjunction with the boom-type tower crane installed in the core tube body to achieve the core tube always being higher than the level of this construction platform.

[0085] In this embodiment, the construction platform is 6 to 7 meters away from the support surface of the construction layer, that is, at least two core cylinder layers away, so as not to block the subsequent lifting and jacking process.

[0086] In this embodiment, the vertical bearing capacity of a single first steel column in the odd-numbered partition and the second steel column in the even-numbered partition is 50T to 100T.

[0087] Preferably, the bearing capacity of a single steel column can be set to 50T, 55T, 60T, 65T, 70T, 75T, 80T, 85T, 90T, 95T, and 100T. The bearing capacity of a single steel column can be freely selected according to the density of the site. The most economical one is a single steel column bearing capacity of 100T. If the bearing capacity of a single steel column exceeds 100T, the top surface of the prefabricated shear wall will crack and cracks will occur. If the bearing capacity of a single steel column is lower than 50T, the steel columns will be too densely set up, which is inconvenient for the laying of pedestrian walkways and will waste too much money.

[0088] Preferably: in S1, the construction surface of the top surface of the prefabricated shear wall is divided into odd-numbered partitions and even-numbered partitions. When there are too many odd-numbered partitions and even-numbered partitions, a sequential construction method should be adopted, that is, the odd-numbered partitions are constructed step by step, for example 1, 3, 5. When the construction reaches partition No. 5, partition No. 1 should be used as the support, rather than a single even-numbered partition as the support.

[0089] Simulation process:

[0090] Input shear wall load parameters into MIDAS, build a basic model, import the basic model into MIDAS software to build a solid model of the new node, and define the construction conditions and structural characteristics;

[0091] Apply load until the structure is damaged, record the load percentage and damage mode when the structure is damaged, and output a report for comparative analysis.

[0092] The basic model includes cast-in-place beam and slab model, precast wall model, core tube model, and support model;

[0093] The cast-in-place beam-slab model includes the vertical cast-in-place section model and the transverse beam-slab model.

[0094] Precast wall models include: corner special-shaped precast shear wall model, flat plate precast shear wall model, corner special-shaped precast shear wall model, flat plate precast shear wall model input connection definition.

[0095] The support model includes a first steel column model, a second steel column model, a tower crane support column model, and a connection definition of the first steel column model, the second steel column model, and the tower crane support column model.

[0096] Import the basic model into MIDAS software to establish the entity model of the new node;

[0097] Define the wall thickness;

[0098] Define construction conditions;

[0099] The wall thickness is 200mm , the model selects corner special-shaped prefabricated shear wall as the analysis object, and applies an axial load of 100t on the top of the column.

[0100] Among them, a 200mm corner special-shaped prefabricated shear wall with a height of 3000mm was selected as the target of numerical analysis. The grid of the lower shear wall was divided into 100, and the grid of the upper fine calculation part was 50. At the same time, the column foot node supporting the column was established. By applying a 1000kN vertical load on the top of the column, the calculation results show that the maximum stress value of the steel column is less than 310Mpa and the unreinforced coefficient of the shear wall bearing capacity meets the requirements of the specification.

[0101] Through numerical analysis of the support of a single partition support column during the construction process of the construction platform, the displacement under wind load is 14.4mm, which is less than H / 250=7600 / 250=30.4mm. The deformation under wind load meets the requirements. The maximum stress of the construction platform is 153Mpa, which is less than the standard value of 310Mpa. The maximum value of the stress ratio cloud map is less than 1.0. The displacement and stress of the construction platform meet the use requirements.

[0102] It should be noted that all features disclosed in this specification, or steps in all methods or processes disclosed, except for mutually exclusive features and / or steps, can be combined in any manner.

[0103] Furthermore, the above-described specific embodiments are merely illustrative. Persons skilled in the art may devise various solutions based on the disclosure of the present invention, and such solutions fall within the scope of the present invention and are intended to be protected by the present invention. Persons skilled in the art should understand that the present description and drawings are intended to be illustrative and not to limit the scope of the claims. The scope of protection of the present invention is defined by the claims and their equivalents.

Claims

1. A step-by-step construction method based on a construction platform of a fully prefabricated shear wall structure, characterized by: S1. Pre-construction simulation: Input the shear wall load parameters into MIDAS, build a basic model, and divide the top surface of the shear wall into several construction areas, partitioned into 1, 2...N, where N is a natural number; Among them, the odd-numbered partitions are prefabricated shear wall sections, the even-numbered partitions are prefabricated shear wall vertical cast-in-place sections, and the supporting steel columns of the construction platform, among which the odd-numbered partitions are the first steel columns and the even-numbered partitions are the second steel columns; Input the numerical analysis software to simulate the partition parameters. The simulation results show that when the maximum stress ratio of the construction platform steel components exceeds 0.80 or the maximum displacement under wind load exceeds 25mm, the partitions should be increased accordingly, and the number of support columns should be increased at the same time, until the numerical analysis software meets the requirements. S2: Carry out construction according to simulation data; Said S2 further comprises: Step S20: construct the odd-numbered partitions of the prefabricated shear wall on the Mth floor, using the second steel column of the even-numbered partition on the M-1th floor as the support point, where M is a natural number greater than 1; At this time, the second steel column of the even-numbered partition is supported on the precast shear wall on the M-1 floor, and the first steel column of the odd-numbered partition is initially suspended in the air, with the tower crane support column supported inside the core tube. Step S21: hoisting stage of prefabricated shear walls of odd-numbered partitions on the Mth floor; Step S22: During the grouting stage of the bottom of the odd-numbered partition precast shear wall of the Mth layer, the bottom of the odd-numbered partition precast shear wall is connected to the lower concrete layer by high-pressure grouting, and the construction of the odd-numbered partition precast shear wall of the Mth layer is completed; Step S24: constructing the even-numbered partitions of the M-th floor prefabricated shear wall, using the first steel column of the odd-numbered partition of the M-th floor as the support point, where M is a natural number greater than 1; At this time, the first steel column of the odd-numbered partition is supported on the prefabricated shear wall of the M-th floor, the second steel column of the even-numbered partition is lifted 4 meters and maintained in a suspended state, and the tower crane support column is supported in the core tube; Step S25: the Mth floor pre-even-number partitioned shear wall hoisting stage; Step S26: During the grouting stage of the bottom of the precast shear wall in the even-numbered partitions of the Mth layer, high-pressure grouting is performed on the bottom of the precast shear wall in the even-numbered partitions to form a connection with the lower concrete layer; After step S2, the method further includes: step S3: construction platform lifting stage; At this time, the first steel column of the odd-numbered partition is supported on the Mth floor after construction, the second steel column of the even-numbered partition is supported on the Mth floor after construction, and the tower crane support column is supported inside the core tube; Step S30: The installation phase of the horizontal prefabricated components of the M-th layer beams and slabs. At this time, after the grouting strength of the bottom of the M-th layer prefabricated shear wall reaches 50%, the installation of the horizontal prefabricated components begins. At the same time, the pouring of the cast-in-place concrete section of the wall beams and slabs of the M-th layer is prepared.

2. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 1 is characterized in that: Step S3 specifically includes: Step S31: in the cast-in-place stage of the post-cast beam and slab of the Mth layer, the vertical joint of the shear wall at the second steel column is cast first, and then the cast-in-place part of the beam and slab is cast.

3. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 2 is characterized in that: Step S31 also includes: Step S32: the construction platform is lifted as a whole to reach the initial construction state of the M+1th layer, odd-numbered partitions are constructed first, and the second steel columns of the even-numbered partitions are used as support.

4. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 1 is characterized in that: The prefabricated shear wall section is divided into flat prefabricated shear walls and corner special-shaped prefabricated shear walls. The number of supporting steel columns is estimated based on the concrete bearing strength of the flat prefabricated shear walls and the corner special-shaped prefabricated shear walls, and the number of foundation supporting steel columns is calculated based on the maximum bearing capacity of a single supporting steel column. The foundation supporting steel columns are then evenly distributed in odd-numbered and even-numbered partitions.

5. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 4 is characterized in that: The distance between the supporting steel columns set in each independent partition and the nearest adjacent supporting steel columns is 8 to 12 meters.

6. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 5 is characterized in that: 75% to 95% of the corner special-shaped prefabricated shear walls of the entire project should be allocated to the odd-numbered partitions, and 75% to 95% of the flat-plate prefabricated shear walls of the entire project should be allocated to the even-numbered partitions.

7. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 5 is characterized in that: The supporting steel columns on the odd-numbered partitions and the even-numbered partitions are preferably arranged at corners.

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