Steel structure building construction method and steel structure building

Abstract

The invention provides a steel structure building construction method and a steel structure building, relates to the technical field of buildings, and aims at solving the technical problem that the steel structure building construction period is long. The construction method comprises the steps that a steel structure building model is provided, and stress and deformation values of all frame columns are determined; target operation is executed, and the target operation comprises the steps that the ith layer of steel structure body is installed, and the steel structure body is formed by a plurality of frame columns; applying prestress to each frame column in the ith layer of steel structure main body; hoisting the wall body component into the steel structure main body, and welding the wall body component with the corresponding frame column and the frame beam on the (i-1) th layer; releasing the prestress of each frame column in the ith layer of steel structure main body; and the target operation is repeatedly executed until construction of the nth layer of the whole steel structure building is completed. According to the construction method, a layer-by-layer construction method is adopted, and the construction period can be shortened.

Description

Technical Field

[0001] The invention relates to the technical field of construction, and in particular to a steel structure building construction method and a steel structure building. Background Art

[0002] Steel structure buildings have the advantages of excellent earthquake resistance, high degree of industrialization, and small structural space occupation. Relevant domestic and foreign standards have put forward relevant control requirements for steel structure buildings to improve their performance, and recommend the use of steel plate shear wall rear installation method. However, the use of the above construction method in actual projects will significantly prolong the overall construction period. Summary of the invention

[0003] The purpose of the present invention is to provide a steel structure building construction method and a steel structure building to solve the technical problem of a long construction period of the steel structure building.

[0004] In order to achieve the above object, the present invention provides the following technical solutions:

[0005] In a first aspect, the present invention provides a construction method for a steel structure building, comprising:

[0006] Provide a steel structure building model to determine the stress and deformation values ​​of each frame column;

[0007] Execute a target operation, wherein the target operation includes:

[0008] Install the i-th floor steel structure body, the steel structure body is formed by a plurality of the frame columns, wherein i=1, 2, ..., n-1, and n is the total number of floors of the steel structure building;

[0009] Applying prestress to each of the frame columns in the main body of the steel structure of the i-th layer;

[0010] Hoisting the wall components into the main steel structure, and welding them to the corresponding frame columns and the frame beams of the i-1th layer;

[0011] Releasing the prestress of each of the frame columns in the i-th layer of the steel structure body;

[0012] The target operation is repeatedly performed until the construction of the nth floor of the entire steel structure building is completed.

[0013] According to at least one embodiment of the present invention, before hoisting the wall components into the steel structure body, the construction method further includes:

[0014] The shear wall is welded to the frame beam of the i-th layer to form the wall component of the i-th layer.

[0015] According to at least one embodiment of the present invention, the hoisting of the wall components into the steel structure body and welding with the corresponding frame columns and the frame beams of the i-1th layer includes:

[0016] The other free edges of the wall component except those welded with the frame beam of the i-th layer are respectively welded to the corresponding frame columns and the frame beam of the i-1th layer.

[0017] According to at least one embodiment of the present invention, the free edge includes a first edge and two opposite second edges, and the free edges of the wall component except for the frame beam of the i-th layer are welded to the corresponding frame columns and the frame beam of the i-1th layer, respectively, including:

[0018] The first side is welded to the frame beam of the (i-1)th layer, and the two second sides are respectively welded to the frame columns on both sides.

[0019] According to at least one embodiment of the present invention, a steel structure building model is provided, and when determining the stress and deformation values ​​of each frame column, the method includes:

[0020] The building model is calculated under permanent load conditions to determine the stress and deformation values ​​of each frame column.

[0021] According to at least one embodiment of the present invention, the permanent load conditions include the dead weight of structural members, maintenance members, surface layers and decorations, fixed equipment, and long-term storage.

[0022] According to at least one embodiment of the present invention, when calculating the building model under a permanent load condition, the method includes:

[0023] The building model is calculated under a 1 times permanent load condition.

[0024] According to at least one embodiment of the present invention, a steel structure building model is provided, and when determining the stress and deformation values ​​of each frame column, the method includes:

[0025] Determine the absolute value of the axial force N of the frame columns of each layer ij And the absolute value of vertical deformation D ij , where i is the floor number and j is the frame column number.

[0026] According to at least one embodiment of the present invention, before installing the i-th layer of the steel structure body, the steel structure body is formed by a plurality of the frame columns, the construction method further includes:

[0027] Anchor pieces are welded on each of the frame columns in the main body of the i-th layer steel structure.

[0028] In a second aspect, the present invention further provides a steel structure building constructed using the construction method described in the first aspect.

[0029] Among the one or more technical solutions provided in the exemplary embodiments of the present invention, at least one of the following beneficial effects can be achieved.

[0030] The steel structure building construction method of the exemplary embodiment of the present invention determines the stress and deformation conditions of the frame columns of each layer in the steel structure building model; first installs the frame columns of the i-th layer of the steel structure body, and applies a certain prestress to the frame columns of the layer according to the stress and deformation conditions calculated and determined by the above building model, then hoists the wall components of the i-th layer between the frame columns of the steel structure body and welds and fixes them; then releases the prestress of the frame columns of the layer, thereby completing the construction of the i-th layer of the steel structure. Repeating the above process can complete the construction of the entire steel structure building.

[0031] Compared with the prior art, in which the wall components are installed in the steel structure body after all the steel structure bodies of each layer are installed, the exemplary embodiment of the present invention adopts the method of installing the wall components of the layer immediately after the steel structure body of one layer is constructed, thereby completing the steel structure construction of the layer. That is, the method of layer-by-layer construction is adopted, which can reduce the construction period.

[0032] Furthermore, the exemplary embodiment of the present invention adopts a method of applying prestress and releasing prestress on the steel structure body before and after installing the wall components, which can effectively eliminate the problem of vertical stress generated in the wall components by subsequent masonry, decoration and use loads. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] The accompanying drawings illustrate exemplary embodiments of the present invention and together with the description serve to explain the principles of the present invention, and these drawings are included to provide a further understanding of the present invention and are incorporated in and constitute a part of this specification;

[0034] Figure 1 is a schematic structural diagram of a wall component according to an embodiment of the present invention;

[0035] Figure 2 is a schematic structural diagram of a frame column and a wall component according to an embodiment of the present invention;

[0036] Figure 3 is a schematic structural diagram of a middle frame column and a wall component according to an embodiment of the present invention;

[0037] Figure 4 yes Figure 3 AA section view;

[0038] Figure 5 yes Figure 3 BB cross-section diagram;

[0039] Figure 6 is a schematic structural diagram of a corner frame column and a wall component according to an embodiment of the present invention;

[0040] Figure 7 yes Figure 6 CC profile of ;

[0041] Figure 8 is a schematic structural diagram of a prestressing device according to an embodiment of the present invention;

[0042] Fig. 9 is a schematic diagram of a top view of the structure of a middle frame column and a wall member according to an embodiment of the present invention;

[0043] Fig.10 is a schematic diagram of a top view of a corner frame column and a wall component according to an embodiment of the present invention;

[0044] Fig.11 is a schematic diagram of a top view of a typical core tube structure according to an embodiment of the present invention;

[0045] Fig. 12A It is the stress cloud diagram of the first-floor shear wall in the one-time construction method of forming all components;

[0046] Fig. 12B is a stress cloud diagram of the shear wall of the first floor according to the construction method of an embodiment of the present invention;

[0047] Fig.13A It is the stress cloud diagram of the second-layer shear wall in the one-time forming construction method of all components;

[0048] Fig. 13B is a stress cloud diagram of a second-layer shear wall according to a construction method in an embodiment of the present invention;

[0049] Fig.14A It is the stress cloud diagram of the overall model of the one-time molding construction method for all components;

[0050] Fig. 14B 3 is a stress cloud diagram of the overall model of the construction method according to an embodiment of the present invention.

[0051] Figure numerals: 10, wall component; 11, shear wall; 12, frame beam; 20, frame column; 30, prestressing device; 31, anchor; 32, ear plate; 33, adjustment anchor; 34, fixed anchor; 35, cable. DETAILED DESCRIPTION

[0052] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention more clearly understood, the present invention 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 invention and are not intended to limit the present invention.

[0053] The steel frame-steel plate shear wall system has high rigidity, excellent earthquake resistance and good post-earthquake recoverability. It is a high-performance structural system. In this system, the function of the steel plate shear wall is to provide shear resistance, and it is necessary to minimize the weakening of its performance by vertical stress.

[0054] In relevant technologies or domestic and foreign standards, such as China's JGJ99 and GB50017 series standards, the United States' FEMA450, and Canada's CAN / CSAS16 series standards, the control requirements for the influence of vertical stress on steel plate shear walls are put forward, and it is recommended to adopt the post-installation method of steel plate shear walls, that is, first install the main steel structure of each floor, and then hoist the shear wall. However, in actual projects, the use of the above-mentioned "post-installation" construction method of steel plate shear walls will significantly prolong the overall construction period, and cannot effectively eliminate the vertical stress generated by subsequent masonry partition walls, decoration and use loads.

[0055] It should be noted that the above-mentioned steel frame is also referred to as the steel structure body hereinafter, and the above-mentioned steel plate shear wall is also referred to as the shear wall hereinafter.

[0056] Fig.11 is a schematic diagram of a top view of a typical core tube structure according to an embodiment of the present invention; Fig. 14B is a stress cloud diagram of the overall model of the construction method according to an embodiment of the present invention. Fig.11 and Fig. 14B As shown, in the steel structure building provided by the exemplary embodiment of the present invention, a core tube formed by a steel structure body and shear walls 11 is arranged in the center, and a plurality of frame columns 20 are distributed around the core tube, wherein the steel structure body of the core tube is also formed by the frame columns 20.

[0057] like Fig.11 As shown, the steel structure of the core tube is composed of four frame columns 20 at the corners, and is surrounded by four shear walls 11 arranged between the four frame columns 20. In some embodiments, one wall of the core tube is formed by two or more shear walls 11. For example, when it is formed by two shear walls 11, a third frame column 20 is further arranged between the frame columns 20 at the two corners, that is, the middle frame column 20.

[0058] Figure 1 Schematic diagram of the structure of a wall component according to an embodiment of the present invention. Figure 1As shown, the wall component 10 is formed by a shear wall 11 and a frame beam 12, wherein the frame beam 12 is located on the top of the shear wall 11, and the two can be connected by welding in a prefabrication factory.

[0059] Figure 2 Schematic diagram of the structure of the frame column and the wall component according to an embodiment of the present invention. Figure 2 As shown, a wall of the core tube of the steel structure building is located between two floors, and the wall component 10 is arranged between the frame columns 20 at two corners. At the same time, the wall component 10 is connected to the frame beam of the lower floor.

[0060] The construction method of a steel structure building provided by an exemplary embodiment of the present invention comprises the following steps:

[0061] Step 101: Provide a steel structure building model and determine the stress and deformation values ​​of each frame column 20.

[0062] The general structure of the steel structure building model can be referred to Fig.14A , Fig. 14B As shown, Fig.14A It is the stress cloud diagram of the overall model of the one-time forming construction method for all components.

[0063] Each frame column 20 of each layer of the steel structure building model needs to calculate the absolute value of the axial force N of the frame column 20 under the condition of 1 times permanent load of the whole model. ij And the absolute value of vertical deformation D ij , where i is the floor number and j is the number of frame column 20.

[0064] Specifically, the 1 times permanent load of the overall model includes: the dead weight of structural components, maintenance components, surface layers and decorations, fixed equipment, long-term storage, etc., but is not limited thereto.

[0065] The above permanent loads are the loads before the shear wall 11 is installed, that is, they only include the loads generated by the deadweight of the shear wall 11 , and do not include the effect of the shear wall 11 on the vertical bearing.

[0066] Step 102: Install the main steel structure of the i-th layer, the main steel structure is formed by a plurality of frame columns 20, wherein i=1, 2, ..., n-1, and n is the total number of floors of the steel structure building; apply prestress to each frame column 20 in the main steel structure of the i-th layer.

[0067] Step 1021: Based on the absolute value N of the axial force of the frame column 20 ij And the absolute value of vertical deformation D ij , determine the performance of the prestressing device 30.

[0068] Figure 8Schematic diagram of the structure of the prestressing device according to an embodiment of the present invention. Figure 8 As shown, the prestressing device 30 includes a cable 35, an adjusting anchor 33 and a fixing anchor 34 arranged at both ends of the cable 35, and two corresponding ear plates 32, that is, the adjusting anchor 33 is rotatably arranged on the rotating shaft between the two ear plates 32, which is called the tensioning end, and the fixing anchor 34 is rotatably arranged on the rotating shaft between the other two ear plates 32, which is called the fixed end.

[0069] Figure 3 is a schematic structural diagram of a middle frame column and a wall component according to an embodiment of the present invention; Figure 4 yes Figure 3 AA section view; Figure 5 yes Figure 3 BB cross-section diagram. Figure 3-Figure 5 As shown, when the frame column 20 is a frame column 20 in the middle of the wall, two prestressing devices 30 need to be provided on both sides of the frame column 20, and the prestressing force on each side is 0.5N. ij .

[0070] Minimum breaking force F of cable 35 ij Satisfy F ij =α·(0.5N ij ), wherein α is an empirical adjustment coefficient, which is 1.5 to 2.0, and optionally 1.8.

[0071] Furthermore, the specifications of the adjusting anchor 33 , the fixing anchor 34 and the lug 32 are determined according to the size of the cable 35 .

[0072] Figure 6 is a schematic structural diagram of a corner frame column and a wall component according to an embodiment of the present invention; Figure 7 yes Figure 6 CC cross-section diagram. Figure 6 and Figure 7 As shown, when the frame column 20 is a corner frame column 20 of a wall, in order to ensure safety and calculation uniformity, the above F of the middle frame column 20 is still used. ij The specifications of the cables 35 , the adjusting anchors 33 , the fixing anchors 34 and the lugs 32 of the prestressing device 30 are determined.

[0073] The prestressing device 30 and the frame column 20 also need to be connected by anchors 31 , wherein the upper and lower ends of the frame column 20 are respectively welded to the anchors 31 , and the ear plates 32 of the prestressing device 30 are welded to the anchors 31 .

[0074] Specifically, the height h of the anchor 31 is consistent with the height of the frame beam 12 at the same height position.

[0075] The length l of the anchor 31 , that is, the length of the anchor 31 extending away from the frame column 20 , is determined according to the specifications of the ear plate 32 .

[0076] The section modulus of the anchor 31 satisfies: W ij =(0.25βN ij l / f);

[0077] The cross-sectional area of ​​the anchor 31 satisfies: A ij =(0.5βN ij / f v ),

[0078] Where β is the empirical adjustment coefficient, f is the design bending strength of the anchor 31, and f v is the designed shear strength of the anchor 31.

[0079] Exemplarily, β is 1.2 to 1.5, and optionally is 1.3.

[0080] The cross-sectional specifications of the anchor 31 are determined according to the actual selected [W] and [A], where [W] ≥ W ij , [A] ≥ A ij .

[0081] Step 1022: Install the main steel structure of the i-th layer, hoist the wall components 10 into the main steel structure, and apply prestress to the frame columns 20 of this layer.

[0082] A prestressing device 30 is installed on the i-th layer frame column 20 , wherein the anchoring end is close to the column bottom of the frame column 20 , and the tensioning end is close to the column top of the frame column 20 .

[0083] By adjusting the anchor 33, the j-th frame column 20 of the i-th layer is prestressed so that the vertical deformation of the frame column 20 reaches D ij .

[0084] It should be noted that during the prestressing process, it is necessary to ensure that the prestressing devices 30 of the same frame column 20 are tensioned synchronously to ensure that the vertical deformations of the prestressing devices 30 are the same.

[0085] Subsequently, the remaining three free edges of the wall component 10 of the i-th layer are respectively welded to the corresponding frame columns 20 on both sides and the frame beam 12 on the top of the wall component 10 of the i-1-th layer corresponding to the lower side. That is, except for the top of the wall component 10, the edges on both sides and the lower side are welded to the corresponding parts.

[0086] Step 1023 : After the wall components 10 of the i-th layer are welded to the main steel structure, the adjusting anchor 33 of the prestressing device 30 is adjusted to release the prestress of the frame column 20 .

[0087] After the prestressing force applying device 30 is released, the prestressing force can be recycled and reused.

[0088] According to actual needs, the anchors 31 on the i-th frame column 20 can be cut and recovered, for example, by using an angle grinder, an oxygen cutter or other equipment to cut off the anchors 31 and then grind and polish them.

[0089] Repeat the above steps 1021 to 1023 until the entire steel structure is completed.

[0090] The device and method for applying prestress in step 1022 are specifically: Fig. 9 2 is a schematic diagram of a top view of the structure of the middle frame column and the wall components according to an embodiment of the present invention. Fig. 9 As shown, the two opposite sides of the frame column 20 in the middle are connected to the wall components 10, and the other two opposite sides of the frame column 20 are provided with the prestressing device 30, that is, Fig. 9 The middle cable 35 is located at a position where the connection line between the two cables 35 passes through the center of the frame column 20 and is perpendicular to the wall component 10, and is symmetrically arranged about the frame column 20, thereby ensuring that the applied prestress is relatively uniform.

[0091] Fig. 9 The frame column 20 in the figure is an H-shaped cross section, which can also be a box-shaped cross section, a circular cross section, etc. Figure 5 The frame column 20 shown is a box-shaped section. Except for the frame column 20 with an H-shaped section, the arrangement positions of the wall components 10 and the cables 35 are consistent with those of the frame column 20 with an H-shaped section, and will not be repeated here.

[0092] Fig.10 2 is a schematic diagram of a top view of a corner frame column and a wall component according to an embodiment of the present invention. Figure 7 and Fig.10 As shown, the frame column 20 is a box-shaped section, and the two wall components 10 are arranged perpendicular to each other. The corner positions of the two frame columns 20 have a box-shaped section. Then, three prestressing devices 30 are arranged around the circumference of the frame column 20, such as Figure 7 As shown below the three anchors 31, Fig.10 As shown, prestressing devices 30 are arranged at the positions of three cables 35, wherein the two prestressing devices 30 located outside the corners of the two wall components 10 are respectively located on the extension lines of the wall components 10, while the prestressing devices 30 located inside the corners of the two wall components 10 are located on the foot bisector of the angle formed by the two wall components 10, thereby making the prestressing of the frame column 20 more uniform.

[0093] Fig.10The frame column 20 may also be a cross-section, a circular section, etc. The relative positions of the frame columns 20 with other than the box-section and the wall components 10 and the cables 35 are consistent with the frame columns 20 with the box-section, that is, a prestressing device 30 is respectively arranged on the extension lines of the two wall components 10 outside the corner and on the angle bisector inside the corner.

[0094] From the above, it can be seen that the construction method of the exemplary embodiment of the present invention applies tension in the cable 35 of the prestressing device 30, and the tension is equal to the absolute value of the axial force of the frame column 20 under 1 times the permanent load condition, that is, it is equivalent to reacting the axial pressure under 1 times the permanent load condition on the frame column 20, and completing the installation of the wall component 10 under this compressive stress state. At this time, there is no vertical stress in the shear wall 11 in the wall component 10.

[0095] Afterwards, the prestressing device 30 releases the prestress, and the frame column 20 rebounds due to the absence of compressive stress, thereby generating vertical tension in the shear wall 11;

[0096] Then, construction is carried out layer by layer. When the construction of the structural components, maintenance components, surface layers and decorations, fixed equipment, long-term storage, etc. of the steel structure building is completed (i.e., 1 times the permanent load condition), the permanent load will generate vertical pressure in the vertical components (shear wall 11, frame column 20). Among them, the vertical pressure generated in the shear wall 11 can offset the previous vertical tension, so the shear wall 11 does not bear the vertical load, and the stress state is conducive to the performance of the steel plate shear wall 11.

[0097] A specific embodiment is given below to illustrate the construction method of the present invention: Taking a two-story frame-core tube structure as an example, refer to Fig.11 and Fig. 14B It should be noted that the two-story building is only an example, and the construction method of the present invention is applicable to high-rise and super-high-rise steel structures.

[0098] like Fig.11 As shown, the column span of the frame column 20 is 4000 mm, and the layer height is 3000 mm, that is, the distance between the frame column 20 and the adjacent frame column 20 is 4000 mm, and the height of the frame column 20 is 3000 mm.

[0099] The frame column 20 is a box-section with dimensions of 400mm×400mm×16mm×16mm, that is, a square with a side length of 400mm, and the thickness of the four wall panels is 16mm; the frame beam 12 is an H-section with dimensions of 400mm×200mm×10mm×16mm, that is, the distance between the two flange plates is 400mm, the width of the flange plate is 200mm, the thickness of the flange plate is 16mm, and the thickness of the web plate is 10mm.

[0100] The thickness of the floor and roof panels is 120 mm, and the thickness of the shear wall 11 is 8 mm.

[0101] The floor material is C40, the shear wall 11 material is Q235, the frame column 20 material is Q355, and the frame beam 12 material is Q355.

[0102] (1) Perform overall model calculation of the structure under 1 times permanent load condition (shear wall 11 is installed later, and the remaining beams, slabs, and columns are formed at one time) to obtain the absolute value of the axial force N of the frame column 20 of the shear wall 11 of each layer ij And the absolute value of vertical deformation D ij .

[0103] Calculated: N 11 ~N 14 =-446.376kN, D 11 ~D 14 =-0.266977mm, N 21 ~N 24 =-226.655kN, D 21 ~D 24 =-0.135193mm.

[0104] (2) The frame columns 20 are all corner columns, and the breaking force of the cable 35 is: F 11 ~F 14 =α·(0.5N ij )=2.0×0.5×446.376=446.376kN,

[0105] F 21 ~F 24 =α·(0.5N ij )=2.0×0.5×226.655=226.655kN.

[0106] It is determined that the cables 35 of the first layer prestressing device 30 are Φ24 steel strands (zinc-5% aluminum-rare earth alloy coating), and the second layer cables 35 are Φ16 steel strands (zinc-5% aluminum-rare earth alloy coating).

[0107] (3) The height h of the first-layer and second-layer anchors 31 is 400 mm; the widths of the first-layer and second-layer ear plates 32 are 118 mm and 84 mm respectively; the length of the first-layer anchor 31 is l = 1.2 × 118 = 141.6 mm, and the length of the second-layer anchor 31 is l = 1.2 × 84 = 100.8 mm.

[0108] (4) Section modulus W of anchor 31 ij =(0.25βN ij l / f) and cross-sectional area A ij =(0.5βN ij / fv ), where β is 1.3, f is the design bending strength of anchor 31, which is 305MPa, and f v The design shear strength of anchor 31 is 175 MPa.

[0109] The calculation results are:

[0110] W11~W14=0.25×1.3×446.376×1000×141.6÷305=67351.20mm 3 ;

[0111] W 21 ~W 24 =0.25×1.3×226.655×1000×100.8÷305=24345.0mm 3 ;

[0112] A 11 ~A 14 =0.5×1.3×446.376×1000÷175=1658.0mm 2 ;

[0113] A 21 ~A 24 =0.5×1.3×226.655×1000÷175=841.9mm 2 ;

[0114] Determine the cross-sectional specifications of the anchor 31 based on [W] and [A], where [W] ≥ W ij , [A] ≥ A ij , determined as: the cross-section of the first-layer anchor 31 is HN400mm×200mm×8mm×13mm, and the cross-section of the second-layer anchor 31 is HN400mm×200mm×8mm×13mm.

[0115] (5) Install the main steel structure of the first layer (excluding the wall component 10); then hoist the wall component 10 into place; install the prestressing device 30 on the first layer frame column 20, wherein the anchoring end is the bottom of the frame column 20 and the tensioning end is the top of the frame column 20;

[0116] Prestress is applied to the four frame columns 20 of the first floor, and the vertical deformation D 11 ~D 14 =-0.266977mm; During the prestressing process, ensure that each device is tensioned synchronously, that is, ensure that the vertical deformation of each prestressing device 30 is the same. After tensioning, the wall components 10 of the first layer are welded to the corresponding frame columns 20 on both sides and the corresponding frame beams 12 on the lower side except the top. Then release the prestress and recycle the prestressing device 30.

[0117] The anchors 31 on the frame columns 20 are cut and recovered and then ground and polished.

[0118] (6) Install the second-floor steel structure body (excluding the wall component 10); then hoist the wall component 10 into place; install the prestressing device 30 on the second-floor frame column 20, wherein the anchoring end is the bottom of the frame column 20 and the tensioning end is the top of the frame column 20;

[0119] Prestress is applied to the four frame columns 20 of the second floor, and the vertical deformation D 21 ~D 24 =-0.135193mm; During the prestressing process, ensure that each device is tensioned synchronously, that is, ensure that the vertical deformation of each prestressing device 30 is the same. After tensioning, the wall components 10 of the second layer are welded to the corresponding frame columns 20 on both sides and the corresponding frame beams 12 on the lower side except the top. Then release the prestress and recycle the prestressing device 30.

[0120] The anchors 31 on the frame columns 20 are cut and recovered and then ground and polished.

[0121] Comparison example

[0122] The specifications of the steel structure building model are consistent with those of the embodiment, and all components are formed at one time, that is, the first-layer steel structure body is installed first, and then the first-layer shear wall 11 is installed. No prestress is applied to the frame column 20, and then the second-layer steel structure body is installed, and then the second-layer shear wall 11 is installed.

[0123] Fig. 12A It is the stress cloud diagram of the first-floor shear wall in the one-time construction method of forming all components; Fig. 12B : is a stress cloud diagram of the first-floor shear wall according to the construction method of the embodiment of the present invention. Figure 12A-12B As shown in the comparison, by using the construction method of the present invention, the compressive stress of the first-floor shear wall 11 is significantly reduced compared with the compressive stress of the one-time forming construction, that is, the area from dark blue to blue is significantly reduced. Except for the local area where the shear wall 11 is connected to the frame beam 12 and the frame column 20, the compressive stress caused by the constant load in the shear wall 11 is basically eliminated.

[0124] Fig.13A It is the stress cloud diagram of the second-layer shear wall in the one-time forming construction method of all components; Fig. 13B : is a stress cloud diagram of the second-layer shear wall according to the construction method of the embodiment of the present invention. Figure 13A-13B As shown in the comparison, using the construction method of the present invention, the trend of the compressive stress of the second-floor shear wall 11 relative to the compressive stress of the one-time forming construction (control example) is the same as the trend of the compressive stress change of the first-floor shear wall 11, which will not be repeated here.

[0125] Fig.14AIt is the stress cloud diagram of the overall model of the one-time molding construction method for all components; Fig. 14B is a stress cloud diagram of the overall model of the construction method according to an embodiment of the present invention. Figure 14A-14B As shown in the comparison, the stress cloud diagram of the construction method of the present invention is similar to that of the one-time forming construction (control example), that is, the construction method of the present invention does not affect the stress of other components other than the shear wall 11, frame beam 12, and frame column 20 of the core tube.

[0126] It should be noted that Figures 12A-14B The unit of stress vertical in the legend is MPa.

[0127] It can be seen from this that the construction method of the embodiment of the present invention adopts layer-by-layer construction (first installing the frame column 20, applying prestress, and then welding the wall component 10 in the same layer), which can greatly save construction time and significantly improve the stress condition of the shear wall 11.

[0128] The exemplary embodiment of the present invention further provides a steel structure building, which is constructed using the above-mentioned construction method.

[0129] The technical advantages of the above-mentioned steel structure building over the existing technology are the same as the advantages of the above-mentioned construction method, which will not be repeated here.

[0130] It should be understood by those skilled in the art that the above embodiments are only for the purpose of clearly illustrating the present invention, and are not intended to limit the scope of the present invention. For those skilled in the art, other changes or modifications may be made based on the above disclosure, and these changes or modifications are still within the scope of the present invention.

Claims

1. A construction method for a steel structure building, characterized in that: include: Provide a steel structure building model to determine the stress and deformation values ​​of each frame column; Execute a target operation, wherein the target operation includes: Install the i-th floor steel structure body, the steel structure body is formed by a plurality of the frame columns, wherein i=1, 2, ..., n-1, and n is the total number of floors of the steel structure building; Applying prestress to each of the frame columns in the main body of the steel structure of the i-th layer; Hoisting the wall components into the main steel structure, and welding them to the corresponding frame columns and the frame beams of the i-1th layer; Releasing the prestress of each of the frame columns in the i-th layer of the steel structure body; The target operation is repeatedly performed until the construction of the nth floor of the entire steel structure building is completed.

2. The construction method according to claim 1, characterized in that: Before hoisting the wall components into the steel structure body, the construction method further includes: The shear wall is welded to the frame beam of the i-th layer to form the wall component of the i-th layer.

3. The construction method according to claim 2, characterized in that: The hoisting of the wall components into the steel structure body and welding with the corresponding frame columns and the frame beams of the i-1th layer includes: The other free edges of the wall component except those welded with the frame beam of the i-th layer are respectively welded to the corresponding frame columns and the frame beam of the i-1th layer.

4. The construction method according to claim 3, characterized in that: The free edge includes a first edge and two opposite second edges, and the free edges of the wall component except the free edges welded with the frame beam of the i-th layer are respectively welded with the corresponding frame columns and the frame beam of the i-1th layer, including: The first side is welded to the frame beam of the (i-1)th layer, and the two second sides are respectively welded to the frame columns on both sides.

5. The construction method according to any one of claims 1 to 4, characterized in that: Provide a steel structure building model, determine the force and deformation values ​​of each frame column, including: The building model is calculated under permanent load conditions to determine the stress and deformation values ​​of each frame column.

6. The construction method according to claim 5, characterized in that: The permanent load conditions include the deadweight of structural members, maintenance members, surfaces and decorations, fixed equipment and long-term storage.

7. The construction method according to claim 5, characterized in that: When the building model is calculated under permanent load conditions, it includes: The building model is calculated under a 1 times permanent load condition.

8. The construction method according to claim 5, characterized in that: Provide a steel structure building model, determine the force and deformation values ​​of each frame column, including: Determine the absolute value of the axial force N of the frame column of each layer ij And the absolute value of vertical deformation D ij , where i is the floor number and j is the frame column number.

9. The construction method according to any one of claims 1 to 4, characterized in that: Before installing the i-th layer of the steel structure body, wherein the steel structure body is formed by a plurality of the frame columns, the construction method further comprises: Anchor pieces are welded on each of the frame columns in the main body of the i-th layer steel structure.

10. A steel structure building, characterized in that: It is constructed by using the construction method described in any one of claims 1 to 9.

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