Construction method of large-height K-shaped stiff column

Abstract

The construction method comprises the steps that a steel framework is divided into three sections according to the height, the first section extends to the position above a beam column joint from the bottom, the second section extends upwards to the position below a lower fork, and the third section extends upwards to the top; pouring is divided into a foundation part and a non-foundation part, the foundation part comprises a foundation plate and structures below the foundation plate, the foundation plate is a bottom plate or an interlayer plate, the top elevation of the foundation plate is below the elevation of the upper end of the first section of steel framework, and the non-foundation part is divided into three areas according to the height. The first area extends from the foundation plate to the position below the elevation of the upper end of the second section of steel framework, then the second area extends upwards to the position below the upper fork, the third area extends to the top, and the first area is divided into a plurality of layers of pouring sections according to the height. The appearance quality and the structure quality obtained through the method are good.

Description

Technical Field

[0001] The invention relates to the field of building construction, and in particular to a construction method of a large-height K-shaped rigid column. Background Art

[0002] Large buildings such as swimming pools and gymnasiums generally use rigid columns (with steel sections as the steel skeleton inside and concrete covering the outside). In order to achieve the shaping effect, some rigid columns are also designed into unique shapes, such as the K-shaped rigid column: one side is the vertical component one, the lower part of the other side is component two, and the upper part is component three. The upper end of component two is inclined toward component one and intersects to form a lower fork, and the lower end of component three is inclined toward component one and intersects to form an upper fork, that is, the whole is "K" shaped.

[0003] Due to the complex shape of the K-shaped rigid column, quality problems with the appearance such as leakage and deformation often occur during construction. When the height of the K-shaped rigid column reaches more than ten meters or even more than twenty meters, there are also structural problems such as cumulative deformation exceeding the limit, voids, and cracks. Summary of the Invention

[0004] The purpose of the present invention is to provide a construction method for a large-height K-shaped rigid column, which has good appearance quality and good structural quality.

[0005] The technical solution adopted in the present invention is: A method for constructing a large-height K-shaped rigid column, wherein the steel frame is divided into three sections according to height, the first section extending from the bottom to near the top of the beam-column node, the second section then extending upward to near the bottom of the lower fork, and the third section then extending upward to the top; the casting is divided into a foundation part and a non-foundation part, the foundation part includes a foundation plate and the structure below, the foundation plate is a bottom plate or an interlayer plate, the top elevation of the foundation plate is below the elevation of the upper end of the first section of the steel frame, the non-foundation part is divided into three areas according to height, the first area extends from the foundation plate to near below the upper end elevation of the second section of the steel frame, the second area then extends upward to near the bottom of the upper fork, and the third area then extends to the top, and the first area is divided into several layers of casting sections according to height; during construction: first hoist the first section The steel frame is hoisted and spliced, and the lower end is connected to the anchor, and the corresponding formwork components are installed, and then the foundation part is poured; then the second section of the steel frame is hoisted and spliced, a scaffolding for supporting the formwork is erected on the foundation plate and the corresponding formwork components are installed, and then the first layer of the pouring section of the first area is poured, and then the scaffolding is erected upwards and the corresponding formwork components are installed, and then the second layer of the pouring section of the first area is poured, and so on until the first area is poured layer by layer; then the third section of the steel frame is hoisted and spliced, and then the scaffolding is erected upwards and the corresponding formwork components are installed, and then the second area is poured, and then the scaffolding is erected upwards and the corresponding formwork components are installed, and then the third area is poured; before each pouring, the formwork of the previous pouring position will be reinforced with hoops and diagonal braces.

[0006] Preferably, when pouring the first area: for the part where component one is located, pour upward layer by layer, and the formwork rotates upward layer by layer; for the part where component two is located, pour upward layer by layer, and each pouring section uses a corresponding formwork, and steel pipe support is added after the formwork is installed; first pour the first pouring section of component one, then pour the second pouring section of component one and the first pouring section of component two, component one is always one pouring section ahead of component two, and this continues until the pouring of component one in the first area is completed, and then pour the last pouring section of component two in the first area; thereafter, the second area and the third area are poured in sequence on the basis of the first area.

[0007] Preferably, at the beam-column node, steel beam components are connected between the steel sections of component two and the steel sections of component one, as well as on the outside of the steel sections of component two and the steel sections of component one; the steel sections of component two are vertical straight steel sections below the beam-column node, and are formed into an arc-like shape by splicing multiple straight steel sections in sequence above the beam-column node; a reinforcing steel component for reinforcement is connected between the top of the steel section of component three and the top of the steel section of component one, and the connected part below the top of the steel section of component three is an angle, and an angled stiffening rib is provided at the angle.

[0008] Preferably, intersection stiffening ribs are provided at the intersection of the steel sections of component two, the steel sections of component three, and the steel sections of component one; angle fillet steel plates for filling the angle are provided at the angle between the lower fork and the upper fork, and V-shaped steel plates are provided between the angle fillet steel plates on both sides of the lower fork. The V-shaped steel plates are arranged parallel to each other in the angle of the lower fork, and angle stiffening ribs are provided on the V-shaped steel plates.

[0009] Preferably, the main body of the steel frame is made of H-shaped steel, the H-shaped steels are fully welded together by connecting steel plates, and bolts are distributed on the H-shaped steels.

[0010] Preferably, the scaffolding adopts a socket-type disc-type steel pipe scaffolding, whose vertical poles, horizontal poles and diagonal poles are all connected by disc nodes, the bottom of which is connected to the embedded parts on the foundation plate and is provided with a leveling base, the top is provided with an adjustable top support, and adjustable diagonal braces are detachably provided along the line. The leveling base is used to level the scaffolding, the adjustable top support is used to support the formwork, and the adjustable diagonal braces are used to reinforce the formwork.

[0011] Preferably, the template assembly includes a template, a back rib and square and round buckles. The back ribs are distributed and fixed on the back of the template, and the square and round buckles are used to surround the back ribs and be fixed by wedge pins.

[0012] Preferably, BIM is used to first perform a three-dimensional model of the K-shaped rigid column and establish a point coordinate system in conjunction with the construction site. Then, the template is laid on the model and back ribs and square and round buckles are set. Scaffolding is erected on the model. First, an overall inspection of the scaffolding and template components is conducted to see whether they can meet the load-bearing requirements to determine whether the materials and specifications of the scaffolding and template components are safe. Then, a template expansion diagram is generated, and the template is divided into blocks and numbered in conjunction with the segmented casting steps. The back ribs and square and round buckles at each position are numbered, and then the template, back ribs and square and round buckles are obtained according to the BIM design. When assembling the template components on site, the template is selected by number for splicing, the splicing seams are sealed with sponge strips, and the square and round buckles are selected by number.

[0013] Preferably, when using BIM to design formwork components: for straight sections, ensure that the joints avoid the main reinforcement positions and that the formwork size is standard or close to standard; for curved sections, ensure that the formwork, back ribs, and square and round buckles match the curvature, and check in the model whether the gaps at the joints are within the requirements.

[0014] Preferably, before construction, the positioning control lines of the K-shaped rigid columns and steel skeletons are laid out first; when hoisting and installing each section of the steel skeleton, the position of each section of the steel skeleton is checked and corrected when the deviation exceeds the set value; when installing the formwork, the flatness of the formwork is checked and adjusted; when pouring concrete, layered vibration is used, with the pouring height of each layer ≤500mm and the slump of the concrete controlled at 180±20mm; after pouring, cover and maintain for ≥7d.

[0015] The beneficial effects of the present invention are: This method adopts the mode of segmented splicing + layered pouring, in which the steel frame segmentation and pouring layering are both targeted at the key points of the large-height K-shaped rigid columns for node selection, which is not only convenient for formwork, but also can control the shrinkage deformation and cracks of concrete, has good appearance quality, and can greatly improve construction efficiency. In addition, the use of hoops and diagonal braces to reinforce the lower section of the column body can prevent deformation caused by construction loads, and has good structural quality. It is suitable for K-shaped rigid column projects in large venues such as swimming pools and gymnasiums, and landmark buildings such as hubs.

[0016] The first area is poured in a stepped sequence, which can greatly improve construction efficiency.

[0017] Studs can enhance the bond between concrete and H-steel and optimize the coordinated load-bearing.

[0018] This method uses socket-type disc-type steel pipe scaffolding, which is safe and reliable, and the node stiffness is increased by more than 3 times.

[0019] Using BIM technology to match molds and inspect them not only ensures accuracy but also saves materials. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1It is a vertical view of a large-height K-shaped rigid column in an embodiment of the present invention.

[0021] Figure 2 yes Figure 1 Cross-section view at AA in the middle.

[0022] Figure 3 yes Figure 1 Cross-section view at the middle BB.

[0023] Figure 4 yes Figure 1 Cross-section view at CC.

[0024] Figure 5 It is a three-dimensional segmented visualization diagram of the steel skeleton of the large-height K-shaped rigid column in an embodiment of the present invention.

[0025] Figure 6 This is a segmented diagram of the casting of the non-foundation portion of a large-height K-shaped rigid column in an embodiment of the present invention.

[0026] Figure 7 This is a flow chart for casting the non-foundation portion of a large-height K-shaped rigid column in an embodiment of the present invention.

[0027] In the figure: 1-component one; 2-component two; 3-foundation plate; 4-reinforced steel component; 5-intersection stiffener; 6-fillet steel plate; 7-V-shaped steel plate; 8-angle stiffener; 9-angled stiffener; 10-component three; D-beam-column node. DETAILED DESCRIPTION

[0028] The present application will be further described below with reference to the accompanying drawings and examples.

[0029] This embodiment discloses a method for constructing a large height K-shaped rigid column. Figure 1 As shown in FIG, the steel skeleton is divided into three sections according to the height. The first section extends from the bottom to above the beam-column node D, the second section then extends upward to below the lower fork, and the third section then extends upward to the top. Figure 1 As shown, the pouring is divided into the foundation part and the non-foundation part. The foundation part includes the structure of the foundation plate 3 and the following structure. The foundation plate 3 is the bottom plate or interlayer plate. The top elevation of the foundation plate 3 is below the elevation of the upper end of the first section of the steel frame. The non-foundation part is divided into three areas according to the height. The first area extends from the foundation plate 3 to below the elevation of the upper end of the second section of the steel frame. The second area then extends upward to below the upper fork. The third area then extends to the top. The first area is divided into several layers of pouring sections according to the height. During construction: First, hoist the first section of the steel frame and connect its lower end to the anchor, then install the corresponding formwork components and pour the foundation; Then, the second section of the steel frame is hoisted and spliced, a scaffolding for supporting the formwork is erected on the foundation plate 3 and the corresponding formwork components are installed, and then the first layer of the first area is poured. Then, the scaffolding is erected upwards and the corresponding formwork components are installed, and then the second layer of the first area is poured. This process continues until the first area is poured layer by layer. Then the third section of steel frame is hoisted and spliced, the scaffolding is erected upwards and the corresponding formwork components are installed, the second area is poured, the scaffolding is erected upwards and the corresponding formwork components are installed, and the third area is poured; before each pouring, the formwork of the previous pouring position will be reinforced with additional hoops and diagonal braces.

[0030] In this embodiment, if Figure 1 As shown: D1 to D3 are the first to third sections of steel skeleton respectively. The lower elevation of the first section of steel skeleton is -5.850m and the upper elevation is +1.150m. The top elevation of foundation plate 3 is -0.400m. After the first section of steel skeleton is hoisted and anchored and the foundation is poured, the first section of steel skeleton still extends more than one meter above the foundation plate 3 to facilitate subsequent construction operations. The upper elevation of the second section of steel skeleton is +10.100m, and the upper elevation of the third section of steel skeleton is +19.000m. M is the poured foundation part, and the pouring range of M is -5.850m to -0.400m. J1 to J5 are For the non-foundation portion, J1 to J3 form the first non-foundation area, with the first to third layers of the first area being cast, respectively. The casting range for J1 is -0.400m to +3.000m, the casting range for J2 is +3.000 to +7.000m, and the casting range for J3 is +7.000m to +11.000m. J4 forms the second non-foundation area, with a casting range from +11.000m to +15.000m. J5 forms the third non-foundation area, with a casting range from +15.000m to +19.000m. The portion of the K-type column above foundation plate 3 is the molding area, which extends from -0.400m to 19.000m, with a total height of 19.4m.

[0031] This method adopts the mode of segmented splicing + layered pouring, in which the steel frame segmentation and pouring layering are both targeted at the key points of the large-height K-shaped rigid columns for node selection, which is not only convenient for formwork, but also can control the shrinkage deformation and cracks of concrete, has good appearance quality, and can greatly improve construction efficiency. In addition, the use of hoops and diagonal braces to reinforce the lower section of the column body can prevent deformation caused by construction loads, and has good structural quality. It is suitable for K-shaped rigid column projects in large venues such as swimming pools and gymnasiums, and landmark buildings such as hubs.

[0032] In this embodiment, preferably, Figure 1 and Figure 5As shown, at the beam-column node D, steel beam members are connected between the steel sections of component two 2 and the steel sections of component one 1, as well as on the outside of the steel sections of component two 2 and the steel sections of component one 1; the steel sections of component two 2 are vertical straight steel sections below the beam-column node D, and are formed into an arc-like shape by splicing multiple straight steel sections in sequence above the beam-column node D; a reinforcing steel member 4 for reinforcement is connected between the top of the steel section of component three 10 and the top of the steel section of component one 1, and the connected part below the top of the steel section of component three 10 is an oblique angle, and an oblique angle stiffening rib 9 is provided at the oblique angle.

[0033] In this embodiment, preferably, Figure 1 As shown, intersection stiffening ribs 5 are provided at the intersection of the steel sections of component 2, the steel sections of component 3 10, and the steel sections of component 1; angle fillet steel plates 6 for filling the angle are provided at the angle between the lower fork and the upper fork, and V-shaped steel plates 7 are provided between the angle fillet steel plates 6 on both sides of the lower fork. The V-shaped steel plates 7 are arranged parallel to the angle of the lower fork, and angle stiffening ribs 8 are provided on the V-shaped steel plates 7.

[0034] In this embodiment, preferably, Figures 1 to 4 As shown, the main structure of the steel frame is constructed of H-shaped steel, which is fully welded to each other via connecting steel plates. Studs are distributed throughout the H-shaped steel. The studs enhance the bond between the concrete and the H-shaped steel, optimizing the synergistic load. The H-shaped steel measures H800×700×30×45, made of Q355B. The connecting steel plates are ≥10mm thick and made of Q345B. After welding, 20% ultrasonic testing is performed to ensure the integrity of the frame. The studs are φ19×100mm, with a longitudinal spacing of 200mm. During factory prefabrication of the H-shaped steel, a V-shaped weld groove is reserved to facilitate on-site splicing and stud welding. The intersection stiffeners 5, fillet steel plates 6, V-shaped steel plates 7, and angle stiffeners 8 are made of Q355B.

[0035] In this embodiment, preferably, Figure 6 and Figure 7 As shown, when pouring the first area: for the portion where component 1 is located, pour upward layer by layer, and the formwork rotates upward layer by layer; for the portion where component 2 is located, pour upward layer by layer, and each pouring section uses a corresponding formwork. After the formwork is installed, steel pipe supports are added; the first pouring section of component 1 is poured first, followed by the second pouring section of component 1 and the first pouring section of component 2, with component 1 always one pouring section ahead of component 2. This continues until component 1 in the first area is poured, and then the last pouring section of component 2 in the first area is poured; then, based on the first area, the second and third areas are poured in sequence. Using a stepped pouring sequence for the first area can significantly improve construction efficiency.

[0036] In this embodiment, the scaffolding preferably utilizes a socket-and-spigot-type, disc-and-hook steel pipe scaffolding. Its vertical, horizontal, and diagonal rods are all connected via disc-shaped nodes. The base is connected to the embedded components on the foundation plate 3 and is equipped with a leveling base, an adjustable top support, and detachably adjustable diagonal braces along the edges. The leveling base is used to level the scaffolding, the adjustable top support is used to support the formwork, and the adjustable diagonal braces are used to reinforce the formwork. The upper portion of the high-height K-shaped rigid columns falls within the "high formwork area." Conventional, coupler-type steel pipe scaffolding suffers from insufficient node stiffness (node ​​shear capacity is only 10-15kN), which can easily lead to frame collapse. This method utilizes a socket-and-spigot-type, disc-and-hook steel pipe scaffolding, which is safe and reliable, with node stiffness increased by more than three times (disc node shear capacity ≥50kN, top adjustable support capacity ≥20kN). The vertical and transverse spacing of the vertical rods is ≤0.9m×0.9m, with a step spacing of ≤1.0m.

[0037] In this embodiment, the formwork assembly preferably includes the formwork, back ribs, and square and round buckles. The back ribs are distributed and fixed to the back of the formwork, while the round buckles wrap around the back ribs and are secured with wedge pins. The formwork can be constructed of veneer plywood, with a joint gap of ≤1mm during on-site assembly and a weight of ≤200kg per block, for ease of lifting. The back ribs can be constructed of steel pipe, spaced ≤300mm along the column height and nailed to the formwork with a nail spacing of ≤150mm. The round buckles can be either curved or straight steel sections, specifically for curved and straight sections, respectively.

[0038] In this embodiment, preferably, BIM is used to first create a three-dimensional model of the K-shaped rigid column and establish a point coordinate system based on the construction site. Then, formwork is laid on the model and back ribs and buckles are installed. Scaffolding is erected on the model. The scaffolding and formwork components are first comprehensively inspected to ensure they meet the load-bearing requirements, thereby determining whether the materials and specifications selected for the scaffolding and formwork components are safe. A formwork expansion diagram is then generated, and the formwork is divided and numbered based on the segmented casting steps. The back ribs and buckles at each location are numbered, and the formwork, back ribs, and buckles are then designed based on BIM. When assembling the formwork components on-site, the formwork is selected based on the numbering, and the joints are sealed with sponge strips. Buckles are selected based on the numbering. Using BIM technology for formwork matching and inspection ensures accuracy and saves materials.

[0039] In this embodiment, when designing formwork components using BIM, it is preferred to: for straight sections, ensure that joints avoid the main reinforcement locations, and keep the formwork dimensions at or near standard. For curved sections, ensure that the formwork, back ribs, and square and round buckles match the curvature, and check in the model that the gaps at the joints are within the requirements. This can reduce cutting waste, optimize joint locations, and improve joint sealing.

[0040] In this embodiment, preferably, before construction, the positioning control lines of the K-shaped rigid columns and the steel skeleton are released first (positioning deviation ≤ 2mm); when hoisting and installing each section of the steel skeleton, the position of each section of the steel skeleton is detected and corrected when the deviation exceeds the set value (deviation ≤ segment height / 1000 and ≤10mm); when installing the formwork, the flatness of the formwork is detected and adjusted (deviation ≤3mm); when pouring concrete, layered vibration is adopted, the pouring height of each layer is ≤500mm, and the slump of the concrete is controlled to be 180±20mm; after pouring, it is covered and maintained for ≥7d.

[0041] After implementing the above solution, quality inspections confirmed: formwork joint width ≤ 1mm, column flatness ≤ 3mm, verticality ≤ 5mm; steel frame positioning deviation ≤ 2mm, weld flaw detection pass rate 100%; concrete strength ≥ 115% of the design value, column crack rate ≤ 2%. Engineering verification also confirmed: the risk of high-support formwork collapse was reduced by 90%, column forming accuracy met 100% (joints ≤ 1mm, verticality ≤ 5mm), steel frame-concrete bond strength increased by 20%, and construction period was shortened by 30%.

[0042] The embodiments described above are part of the embodiments of the present application, rather than all of the embodiments. The detailed description of the embodiments of the present application is not intended to limit the scope of the present application for protection, but merely represents selected embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.

Claims

1. A method for constructing a large-height K-shaped rigid column, characterized by: The steel frame is divided into three sections according to its height. The first section extends from the bottom to near the top of the beam-column node, the second section then extends upward to near below the lower fork, and the third section then extends upward to the top. The casting is divided into the foundation part and the non-foundation part. The foundation part includes the foundation plate and the structure below. The foundation plate is the bottom plate or interlayer plate. The top elevation of the foundation plate is below the elevation of the upper end of the first section of the steel frame. The non-foundation part is divided into three areas according to its height. The first area extends from the foundation plate to near below the upper end elevation of the second section of the steel frame, the second area then extends upward to near below the upper fork, and the third area then extends to the top. The first area is divided into several layers of casting sections according to its height. During construction: first hoist the first section of the steel frame and its lower end Connect it with the anchors, install the corresponding formwork components, and then cast the foundation part; then hoist the second section of the steel frame and splice it, set up a scaffolding for supporting the formwork on the foundation plate and install the corresponding formwork components, then cast the first layer of the casting section of the first area, then set up the scaffolding upwards and install the corresponding formwork components, then cast the second layer of the casting section of the first area, and so on until the first area is cast layer by layer; then hoist the third section of the steel frame and splice it, then set up the scaffolding upwards and install the corresponding formwork components, then cast the second area, then set up the scaffolding upwards and install the corresponding formwork components, and then cast the third area; before each casting, the formwork of the previous casting position will be reinforced with hoops and diagonal braces.

2. The method for constructing a large-height K-shaped rigid column according to claim 1, wherein: When pouring the first area: for the part where component one is located, pour upwards layer by layer, and the formwork rotates upwards layer by layer; for the part where component two is located, pour upwards layer by layer, and each pouring section uses the corresponding formwork, and steel pipe support is added after the formwork is installed; first pour the first pouring section of component one, then pour the second pouring section of component one and the first pouring section of component two, component one is always one pouring section ahead of component two, and this continues until the pouring of component one in the first area is completed, and then pour the last pouring section of component two in the first area; then, pour the second and third areas in sequence on the basis of the first area.

3. The method for constructing a large-height K-shaped rigid column according to claim 1, characterized in that: At the beam-column node, steel beam components are connected between the steel sections of component two and the steel sections of component one, as well as on the outside of the steel sections of component two and the steel sections of component one; the steel sections of component two are vertical straight steel sections below the beam-column node, and are formed into an arc-like shape by splicing multiple straight steel sections in sequence above the beam-column node; a reinforcing steel component is connected between the top of the steel section of component three and the top of the steel section of component one for reinforcement, and the connected part below the top of the steel section of component three is an angle, and an angled stiffening rib is provided at the angle.

4. The method for constructing a large-height K-shaped rigid column according to claim 1, wherein: Intersection stiffening ribs are provided at the intersection of the steel sections of component two, component three, and component one; angle fillet steel plates for filling the angle are provided at the angle between the lower fork and the upper fork, and V-shaped steel plates are provided between the angle fillet steel plates on both sides of the lower fork. The V-shaped steel plates are arranged parallel to the angle of the lower fork, and angle stiffening ribs are provided on the V-shaped steel plates.

5. The method for constructing a large-height K-shaped rigid column according to claim 1, 3 or 4, characterized in that: The main body of the steel frame is made of H-shaped steel, which is fully connected by connecting steel plates, and bolts are distributed on the H-shaped steel.

6. The method for constructing a large-height K-shaped rigid column according to claim 1, wherein: The scaffolding adopts socket-type disc-type steel pipe scaffolding, and its vertical poles, horizontal poles and diagonal poles are all connected by disc nodes. The bottom is connected to the embedded parts on the foundation plate and is provided with a leveling base, an adjustable top support on the top, and adjustable diagonal braces detachably provided along the line. The leveling base is used to level the scaffolding, the adjustable top support is used to support the formwork, and the adjustable diagonal braces are used to reinforce the formwork.

7. The method for constructing a large-height K-shaped rigid column according to claim 1, wherein: The template assembly includes a template, a back rib and square and round buckles. The back ribs are distributed and fixed on the back of the template, and the square and round buckles are used to surround the back ribs and be fixed by wedge pins.

8. The method for constructing a large-height K-shaped rigid column according to claim 7, characterized in that: Use BIM to first perform a three-dimensional model of the K-shaped rigid column and establish a point coordinate system in conjunction with the construction site. Then, lay the formwork on the model and set the back ribs and square and round buckles. Set up scaffolding on the model. First, inspect the scaffolding and formwork components as a whole to see if they can meet the load-bearing requirements to determine whether the materials and specifications of the scaffolding and formwork components are safe. Then generate a formwork expansion diagram, divide the formwork into blocks and number them in conjunction with the segmented casting steps, number the back ribs and square and round buckles at each position, and then obtain the formwork, back ribs and square and round buckles according to the BIM design. When assembling the formwork components on site, select the formwork by number for splicing, seal the joints with sponge strips, and select square and round buckles by number.

9. The method for constructing a large-height K-shaped rigid column according to claim 8, characterized in that: When using BIM to design formwork components: for straight sections, ensure that the joints avoid the main reinforcement positions and that the formwork dimensions are standard or close to standard; for curved sections, ensure that the formwork, back ribs, and square and round buckles match the curvature, and check in the model whether the gaps at the joints are within the requirements.

10. The method for constructing a large-height K-shaped rigid column according to claim 1, characterized in that: Before construction, first lay out the positioning control lines of the K-shaped rigid columns and steel frames; when hoisting and installing each section of the steel frame, check the position of each section of the steel frame and correct it when the deviation exceeds the set value; when installing the formwork, check and adjust the flatness of the formwork; when pouring concrete, use layered vibration, with each layer pouring height ≤500mm, and the concrete slump controlled at 180±20mm; after pouring, cover and maintain for ≥7d.

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