Stepping type construction method of construction platform based on fully-prefabricated shear wall structure

Abstract

The invention discloses a step-by-step construction method of a construction platform based on a fully prefabricated shear wall structure, which comprises the following steps: S1, simulation before construction: inputting shear wall bearing load parameters into MIDAS, constructing a foundation model, and dividing the top surface of a shear wall into a plurality of construction areas, namely subareas 1, 2... N, where N is a natural number; wherein the odd numbered partitions are fabricated shear wall body sections, the even numbered partitions are fabricated shear wall vertical cast-in-place sections and supporting steel columns of a construction platform, the cardinal numbered partitions are first steel columns, and the even numbered partitions are second steel columns; according to parameters of the partitions, numerical analysis software is input for simulation, and according to a simulation result, when the maximum stress ratio of a steel member of the construction platform exceeds 0.80 or the maximum displacement in a wind load state exceeds 25 mm, the partitions should be correspondingly increased, and meanwhile, the number of the supporting columns is increased until checking calculation of the numerical analysis software meets requirements; s2, performing construction according to the simulation data; the problems of bearing and displacement after alternate construction can be solved through partition construction.

Description

Technical Field

[0001] The invention relates to the technical field of prefabricated shear wall assembly, and more specifically, 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 require a large amount of construction work and a long construction time, so fully prefabricated 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 force point. The force attachment point of the construction platform usually requires embedded parts or reserved openings to be set 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 outer facing of the shear wall is prefabricated. If the construction platform is attached in the traditional way, it will cause damage to the outer facing of the outer 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 hoisting operation of the prefabricated shear wall. 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 shear wall bearing load parameters into M IDAS, build a basic model, divide the top surface of the shear wall into several construction areas, partitions 1, 2...N, where N is a natural number;

[0008] Among them, the odd-numbered partitions are the prefabricated shear wall sections, the even-numbered partitions are the vertical cast-in-place sections of the prefabricated shear wall, 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] According to the parameters of the partitions, the numerical analysis software is used for simulation. According to the simulation results, when the maximum stress ratio of the steel components of the construction platform exceeds 0.80 or the maximum displacement under wind load conditions 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;

[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. While first ensuring the stability of the construction platform, more prefabricated shear walls can be hoisted and constructed at one time as much as possible. 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 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 exterior facade of the prefabricated shear wall from being damaged and affecting the appearance, and can avoid damage to the decoration of the exterior shear wall.

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

[0013] Step S20: construct the odd-numbered partitions of the prefabricated shear wall of the Mth layer, using the second steel column of the even-numbered partition of the M-1th layer 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 prefabricated shear wall of the M-1th floor, the first steel column of the odd-numbered partition is initially suspended in the air, and the tower crane support column is supported in the core cylinder;

[0015] Step S21: the Mth floor odd-numbered partition prefabricated shear wall hoisting stage;

[0016] Step S22: During the grouting stage at 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 the simulation data, further comprising:

[0019] Step S24: construct the even-numbered partitions of the M-th layer of prefabricated shear walls, using the first steel column of the odd-numbered partitions of the M-th layer of completed construction 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 to maintain a suspended state, and the tower crane support column is supported in the core cylinder;

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

[0022] Step S26: During the grouting stage at the bottom of the precast shear wall in the even-numbered partitions of the Mth layer, high-pressure grouting is performed at the bottom of the precast shear wall in the even-numbered partitions 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 supporting 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 the construction is completed, the second steel column of the even-numbered partition is supported on the Mth floor after the construction is completed, and the tower crane support column is supported in the core cylinder;

[0026] Step S30: the installation phase of the horizontal prefabricated components of the M-th layer of beams and slabs. At this time, after the grouting strength of the bottom of the M-th layer of prefabricated shear walls 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.

[0027] When both odd-numbered and even-numbered partitions are completed and the overall lifting stage and beam and floor slab 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 unjoined and unconnected parts are fixed and connected through cast-in-situ construction.

[0030] The present invention is further configured to include, after step S31, the following steps: step S32: the construction platform is lifted as a whole to reach the initial construction state of the M+1th floor, odd-numbered partitions are constructed preferentially, 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 restores to the initial 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 according to 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 wall is divided into two types: flat plate and corner anisotropic, and the construction is prioritized. The corner anisotropic prefabricated shear wall 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 the 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 dividing the support points of the construction platform into partitions, it is possible to effectively realize the situation of partitioned lifting. While first ensuring the stability of the construction platform, more prefabricated shear walls can be lifted 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 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 exterior facade of the prefabricated shear wall from being damaged and affecting the appearance, and can avoid damage to the decoration of the exterior 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 bar reinforcement coefficient diagram in an embodiment of the present invention;

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

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

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

[0045] Figure 6 is a stress cloud diagram of a 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 in the partition of the wall top surface;

[0048] Fig. 9 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 scheme of the present invention, the technical scheme 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 described embodiments 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 creative work should fall within the scope of protection of the present invention.

[0050] It should be noted that if the terms "first", "second", etc. are involved in the specification and claims of the present invention and the above-mentioned drawings, 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 data used in this way can be interchanged where appropriate, so as to describe the embodiments of the present invention described herein. In addition, if the terms "including" and "having" and any of their variations 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] In addition, in the present invention, the terms "installed", "set", "provided with", "connected", "connected", "socketed" and the like should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral structure; it can be a mechanical connection, or an electrical connection; it can be a direct connection, or an indirect connection through an intermediate medium, or it can be an internal connection between two devices, elements or components. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0052] It should be noted that, in the absence of conflict, the embodiments of the present invention and the features in the embodiments 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 prefabricate and decorate the facades of prefabricated shear walls. If the prefabrication and decoration of the facades 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 Fig. 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 M IDAS, build the basic model, and divide the top surface of the shear wall into several construction areas, partition 1, 2...N, where N is a natural number;

[0062] Among them, the odd-numbered partitions are the prefabricated shear wall sections, the even-numbered partitions are the vertical cast-in-place sections of the prefabricated shear wall, 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] According to the parameters of the partitions, the numerical analysis software is used for simulation. According to the simulation results, when the maximum stress ratio of the steel components of the construction platform exceeds 0.80 or the maximum displacement under wind load conditions 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;

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

[0065] Step S20: construct the odd-numbered partitions of the prefabricated shear wall of the Mth layer, using the second steel column of the even-numbered partition of the M-1th layer 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 prefabricated shear wall of the M-1th floor, the first steel column of the odd-numbered partition is initially suspended in the air, and the tower crane support column is supported in the core cylinder;

[0067] Step S21: the Mth floor odd-numbered partition prefabricated shear wall hoisting stage;

[0068] Step S22: During the grouting stage at 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: construct the even-numbered partitions of the M-th layer of prefabricated shear walls, using the first steel column of the odd-numbered partitions of the M-th layer of completed construction 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 to maintain a suspended state, and the tower crane support column is supported in the core cylinder;

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

[0074] Step S26: During the grouting stage at the bottom of the precast shear wall in the even-numbered partitions of the Mth layer, high-pressure grouting is performed at the bottom of the precast shear wall in the even-numbered partitions 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 the construction is completed, the second steel column of the even-numbered partition is supported on the Mth floor after the construction is completed, and the tower crane support column is supported in the core cylinder;

[0077] Step S30: the installation phase of the horizontal prefabricated components of the M-th layer of beams and slabs. At this time, after the grouting strength of the bottom of the M-th layer of prefabricated shear walls 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.

[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 floor, and odd-numbered partitions are constructed first, with the second steel columns of even-numbered partitions serving as support.

[0080] The wall sections of prefabricated shear walls are divided into flat precast shear walls and corner special-shaped precast shear walls. The number of supporting steel columns is estimated according to the concrete bearing strength of the flat precast shear walls and the corner special-shaped precast shear walls, and the number of foundation supporting steel columns is obtained based on the maximum bearing capacity of a single supporting steel column. Then the foundation supporting steel columns are 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 corner special-shaped prefabricated shear walls of the entire project should be allocated in odd-numbered partitions, and 75% to 95% of the flat-plate prefabricated shear walls of the entire project should be allocated in even-numbered partitions.

[0083] In this embodiment, the supporting steel columns on the odd-numbered partitions and the even-numbered partitions are preferentially arranged 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, and the steel column landing point of the flat prefabricated shear wall is set at the center top surface of the flat plate or symmetrically arranged on the top surfaces at both ends of the flat plate.

[0084] In this embodiment, the core tube area, i.e., the elevator shaft area, is still constructed in a step-by-step cast-in-place manner. As a 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 to achieve a construction method that exceeds the construction platform level, and can effectively utilize the construction platform in conjunction with a boom-type tower crane installed in the core tube body to achieve a level where the core tube is always higher than this construction platform.

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

[0086] In this embodiment, the single vertical bearing capacity of the 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. If the bearing capacity of a single steel column is lower than 50T, the steel columns are too densely set up, which is not convenient for the laying of pedestrian walkways and will waste too much economy.

[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 a support, rather than a single even-numbered partition as a 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 a new node, and define construction conditions and structural characteristics;

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

[0092] The basic model includes cast-in-place beam and slab model, prefabricated 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 and a tower crane support column model, as well as 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 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 an axial load of 100t is applied to 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 diagram 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] In addition, the above specific embodiments are exemplary, and those skilled in the art can come up with various solutions inspired by the disclosure of the present invention, and these solutions also belong to the disclosure scope of the present invention and fall within the protection scope of the present invention. Those skilled in the art should understand that the present invention description and its drawings are illustrative and do not constitute a limitation of the claims. The protection scope 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 in that: S1. Pre-construction simulation: input the shear wall load parameters into M IDAS, build the basic model, and divide the top surface of the shear wall into several construction areas, partition 1, 2...N, where N is a natural number; Among them, the odd-numbered partitions are the prefabricated shear wall sections, the even-numbered partitions are the vertical cast-in-place sections of the prefabricated shear wall, and the supporting steel columns of the construction platform, among which the base-numbered partitions are the first steel columns, and the even-numbered partitions are the second steel columns; According to the parameters of the partitions, the numerical analysis software is used for simulation. According to the simulation results, when the maximum stress ratio of the steel member of the construction platform 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 verification meets the requirements; S2: Carry out construction according to simulation data.

2. According to the step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure of claim 1, S2: Construction is performed according to simulation data, characterized in that: Also includes: Step S20: construct the odd-numbered partitions of the prefabricated shear wall of the Mth layer, using the second steel column of the even-numbered partition of the M-1th layer 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 prefabricated shear wall of the M-1th floor, the first steel column of the odd-numbered partition is initially suspended in the air, and the tower crane support column is supported in the core cylinder; Step S21: the Mth floor odd-numbered partition prefabricated shear wall hoisting stage; Step S22: During the grouting stage at 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.

3. According to claim 2, the step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure, S2: construction is performed according to simulation data, characterized in that: Also includes: Step S24: construct the even-numbered partitions of the M-th layer of prefabricated shear walls, using the first steel column of the odd-numbered partitions of the M-th layer of completed construction 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 to maintain a suspended state, and the tower crane support column is supported in the core cylinder; Step S25: the Mth floor pre-even-number partition shear wall hoisting stage; Step S26: During the grouting stage at the bottom of the precast shear wall in the even-numbered partitions of the Mth layer, high-pressure grouting is performed at the bottom of the precast shear wall in the even-numbered partitions to form a connection with the lower concrete layer.

4. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 3 is characterized in that: After step S2, the method further includes: step S3: a construction platform lifting stage; At this time, the first steel column of the odd-numbered partition is supported on the Mth floor after the construction is completed, the second steel column of the even-numbered partition is supported on the Mth floor after the construction is completed, and the tower crane support column is supported in the core cylinder; Step S30: the installation phase of the horizontal prefabricated components of the M-th layer of beams and slabs. At this time, after the grouting strength of the bottom of the M-th layer of prefabricated shear walls 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.

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: 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.

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

7. 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 according to 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 obtained based on the maximum bearing capacity of a single supporting steel column. The foundation supporting steel columns are then evenly distributed in odd-numbered partitions and even-numbered partitions.

8. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 7 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.

9. The step-by-step construction method of the construction platform based on the fully prefabricated shear wall structure according to claim 7 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.

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

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