A construction method for integrally casting a fair-faced concrete irregular hyperboloid petal column

Abstract

This invention discloses a construction method for integral cast-in-place cast-in-place irregular hyperboloid petal column made of fair-faced concrete, comprising the following steps: S1, establishing a three-dimensional parametric model of the petal column based on the petal column design drawings; S2, based on the three-dimensional parametric model of the petal column, determining to use wooden composite molding template units for petal surface molding construction; S3, refining and generating a petal-shaped column cap and edge integrated template unit keel system model and a column body template unit keel system model corresponding to the outer contour of the petal column; S4, designing an external non-tensioning reinforcement system adapted to the curved shape of the petal column; S5, assembling the petal-shaped column cap and edge integrated template unit keel system and the column body template unit keel system; S6, sequentially laying multiple narrow strip panels on the petal-shaped column cap and edge integrated template unit keel system and the column body template unit keel system respectively; S7, pre-assembling the irregular curved surface template units on the ground; S8, integrally casting the column body, petal-shaped column cap, and edge with concrete in one go.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a method for integrally cast-in-place fair-faced concrete irregular hyperboloid petal column. Background Technology

[0002] Fair-faced concrete structures, requiring no secondary decoration, directly showcase the texture and architectural form of the concrete material itself, making them widely used in public buildings, cultural buildings, landmark buildings, and decorative structural components. For fair-faced concrete structures, the geometrical accuracy, surface smoothness, edge straightness, color consistency, and joint control of the formed components directly affect the final aesthetic quality. Therefore, fair-faced concrete components typically require formwork systems with high dimensional control, stiffness stability, and surface finishing quality.

[0003] With the increasing complexity of architectural designs, more and more exposed concrete components are exhibiting irregular curved surfaces, hyperboloids, gradually changing cross-sections, or combinations of multiple curvatures. For these complex, irregularly shaped exposed concrete components, traditional flat formwork or conventional curved formwork is insufficient to meet the requirements for curved surface forming. Currently, custom-made steel formwork is commonly used for the construction of irregularly shaped components. However, for small-volume, non-standardized, and complex-shaped components, custom-made steel formwork presents the following problems: First, steel formwork requires re-molding, which is time-consuming and costly, making it unsuitable for single or small-batch construction of irregularly shaped components. Second, steel formwork processing typically focuses on approximate restoration of component shapes, making it difficult to achieve high-precision restoration of irregular hyperboloids composed of multiple segments with different radii and centers. Third, steel formwork is prone to deformation during processing, transportation, or installation at complex petal-like joints, leading to loose joints and quality issues such as grout leakage, water loss, and sand lines during pouring, affecting the appearance of fair-faced concrete. Fourth, for rigid fair-faced concrete columns, steel components are typically installed inside, and traces of tie bolt holes are not allowed on the surface of fair-faced concrete, making traditional tie bolt reinforcement systems unsuitable. Fifth, when there is a significant difference in shape between the column body and the column cap, existing construction methods often involve segmented pouring, which can easily create construction joints, misalignments, or color differences at the junction of the column body and the column cap, negatively impacting the overall appearance and structural integrity of the fair-faced concrete.

[0004] This project involves a rigid fair-faced concrete column with a petal-shaped appearance. The column cap is formed by multiple petal-shaped variable curvature surfaces, the column body has an arc cross-section structure, and the upper part of the column cap is also provided with a back edge. The overall component has the characteristics of complex spatial curved surface, large curvature variation, multiple splicing interfaces, high requirements for fair-faced surface, and internal rigid steel components affecting the reinforcement arrangement.

[0005] Existing wooden formwork for fair-faced concrete typically uses plywood or fair-faced formwork as the panel, with timber, steel pipes, or structural steel as the main and secondary joists, and is reinforced by tie bolts, column hoops, or steel pipe back bracing. This type of formwork system is widely used in planar walls and columns, regular beams and columns, or simple curved components. However, for complex irregular components such as petal-shaped concrete columns, which are formed by multiple hyperboloidal units with varying curvature, the following shortcomings still exist: First, existing wooden formwork methods rely heavily on detailed two-dimensional drawings, on-site measurement and layout, and manual experience in cutting the keel. This makes it difficult to accurately control the spatial correspondence between the top and bottom contours, vertical transition curves, column body contours, and rim contours of the petal-shaped column cap, resulting in insufficient accuracy in reconstructing complex curved surfaces. Second, existing wooden formwork keels are mostly formed by direct drawing or cutting according to layout lines. For hyperboloid structures with varying curvature composed of multiple arcs with different radii and centers, the outer contour of the keel is difficult to precisely match the curved surface of the petal-shaped column, easily causing discontinuities in the formwork panel support, uneven curved surfaces, local misalignments, or obvious broken lines after forming. Third, the column cap, rim, and column body of petal-shaped concrete columns all have curved or arc-shaped surfaces. If ordinary wooden formwork is used for segmented assembly, the number of arc joints is large and the splicing angles are complex, easily leading to quality defects such as loose joints, grout leakage, water loss, air bubbles, honeycomb pitting, and visible joint marks, making it difficult to meet the appearance requirements of fair-faced concrete. Furthermore, existing wooden formwork for vertical reinforcement typically relies on tie bolts, but through-hole tie bolts are not suitable for the outer surface of high-quality fair-faced concrete columns. If tie bolts are eliminated, ordinary steel pipes, column hoops, or structural steel reinforcement cannot accurately correspond to the stress positions on the complex curved surface of the petal-shaped column cap, easily leading to insufficient lateral restraint of the formwork, uneven stress, or localized bulging during pouring. Simultaneously, in existing technologies, column cap formwork, back edge formwork, and column body formwork are often designed and installed separately, lacking continuous control based on a unified three-dimensional model. This easily results in positioning deviations, misaligned joints, or uneven transitions at the joints between the column body and column cap, and between the column cap and back edge. Summary of the Invention

[0006] The purpose of this invention is to provide a construction method for integral cast-in-place cast-in-place irregular hyperboloid petal columns made of fair-faced concrete, in order to solve the technical problems of irregular hyperboloid stiff fair-faced concrete petal columns, such as difficulty in restoring the curved surface, difficulty in reinforcing the formwork, inability to leave holes on the fair-faced surface, easy formation of construction joints at the connection between the column body and the column cap, and high cost of small-volume irregular-shaped steel formwork.

[0007] To achieve the above objectives, the present invention provides a method for the monolithic cast-in-place construction of an irregular hyperboloid petal column made of fair-faced concrete, comprising the following steps: S1. Establish a three-dimensional parametric model of the petal column based on the design drawings of the petal column. The petal column includes the column body, the petal-shaped column cap located above the column body, and the return edge located above the column cap. The petal-shaped column cap is formed by multiple variable curvature hyperboloid units. S2. Based on the three-dimensional parametric model of the petal column, it is determined that the petal curved surface construction is carried out by the composite wood structure template unit. The composite wood structure template unit includes the petal-shaped column cap template unit, the back edge template unit and the column body template unit. Among them, the back edge template unit and the petal-shaped column cap template unit are designed as a whole. S3. Based on the Rhino platform, the petal-shaped column cap template unit and the integrated back edge template unit panel are partitioned and decomposed. The column body template unit panel is partitioned and decomposed. Based on the surface boundary, curvature change and panel partitioning results of each template unit, the reverse design method is used to generate the petal-shaped column cap and back edge integrated template unit keel system model and the column body template unit keel system model corresponding to the outer contour of the petal column. S4. Based on the outer contour of the petal column and the stress position on the back of the composite wooden structure template unit, design an external tension-free reinforcement system that matches the curved shape of the petal column, and generate a processing drawing of the external tension-free reinforcement system. S5. Use CNC machine tools to process and manufacture horizontal and vertical keel shapes with different contours, and assemble the petal-shaped column cap and the integrated template unit keel system and the column template unit keel system respectively. S6. Multiple narrow strip panels are laid sequentially on the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system to form corresponding irregular curved surface template units. The joints between the narrow strip panels are ground, filled and ground a second time. A covering layer is set on the concrete contact surface of the irregular curved surface template unit to form a continuous and smooth fair-faced concrete forming surface. S7. Pre-assemble the irregular curved surface template units on the ground, check the accuracy of the curved surface splicing, the tightness of the splicing joints and the compatibility of the external non-pull-resistance system. After passing the test, number and hoist the units, and install the external non-pull-resistance system. S8. Without setting tie bolts that penetrate the outer surface of fair-faced concrete, the column body, petal-shaped column cap and return edge are integrally cast in one piece of concrete, and the formwork is removed after curing to obtain an irregular hyperboloid petal column of fair-faced concrete.

[0008] In a preferred embodiment, step S1 involves establishing a three-dimensional parametric model of the petal column based on the petal column design drawings, including: S11. Analyze the design drawings and determine the outline parameters of each part of the petal column. The column cap is composed of 8 petal units. The boundary curve of each petal unit is composed of two arcs with different radii and different centers. S12. Extract the arc curve data of the petal-shaped column cap, import it into the Rhino platform, and form the outline of the petal-shaped column cap; S13. Raise the top outline of the petal-shaped column cap to the design elevation, and position the top outline of the petal-shaped column cap and the bottom outline of the petal-shaped column cap in corresponding positions in space; S14. Connect the corresponding corner points of the top and bottom contours of the petal-shaped column cap with a vertical transition control curve to form the petal-shaped geometric contour line of the column cap structure. S15. Based on the petal-shaped geometric contour line of the column cap structure, a corresponding petal-shaped geometric surface is generated in the Rhino platform, and the eight petal-shaped geometric surfaces are combined to form a complete petal-shaped column cap spatial structure. S16. Obtain the column cross-sectional outline based on the design drawings, and generate the column spatial structure along the column height direction using the column cross-sectional outline in the Rhino platform. S17. Combine the back edge, petal-shaped column cap spatial structure, and column body spatial structure to form a complete three-dimensional parametric model of the petal column.

[0009] In a preferred embodiment, step S11 involves analyzing the design drawings to determine the geometric parameters of each part of the petal column, including: extracting the contour parameters of the upper edge of the column cap to determine that the upper edge of the column cap is enclosed by eight concave arc segments to form an eight-petal closed contour; extracting the contour parameters of the lower edge of the column cap to determine that the lower edge of the column cap is also enclosed by eight concave arc segments to form an eight-petal closed contour, and that the dimension of the upper edge contour of the column cap is larger than that of the lower edge contour; determining the distance between the upper edge and the lower edge of the column cap in the height direction; extracting the vertical transition arc parameters between the upper edge and the lower edge of the column cap to determine the spatial transition curve of the hyperboloid shape of the column cap; and determining the correspondence between the column body section and the lower edge contour of the column cap, as well as the correspondence between the return edge section and the upper edge contour of the column cap.

[0010] In a preferred embodiment, in step S2, the upper edge of the column cap is formed by the upper contour of the petal-shaped column cap turning upward at a designed height, wherein the designed height is 100mm.

[0011] In a preferred embodiment, in step S3, based on the surface boundaries, curvature changes, and panel partitioning results of each template unit, a reverse design method is used to further generate a petal-shaped column cap and the integrated template unit keel system model and a column body template unit keel system model corresponding to the outer contour of the petal column. This includes: S31, extracting the surface boundaries and curvature change information of the wood structure composite molding template unit; S32, setting several transverse cutting surfaces along the height direction of the petal-shaped column cap template unit, and obtaining the transverse molding keel outline by the intersection of the transverse cutting surfaces and the variable curvature hyperboloid unit; S33, setting several vertical cutting surfaces along the width direction of the petal-shaped column cap template unit, and obtaining the transverse molding keel outline by the intersection of the vertical cutting surfaces and the variable curvature hyperboloid unit. The vertical keel outline is obtained by intersecting the variable curvature hyperboloid units; S34, horizontal and vertical cutting surfaces are set along the height and circumference of the column template unit, and the horizontal and vertical keel outlines of the column template unit are obtained by the intersection of the cutting surfaces and the column curved surface; S35, the horizontal and vertical keels are designed as cross-shaped grid structures, and interlocking pin slots are set at the intersection positions; S36, according to the horizontal and vertical keel outlines and the pin slot positions, the petal-shaped column cap and the integrated template unit keel system model and the column template unit keel system model are constructed in the Rhino platform.

[0012] In a preferred embodiment, in step S4, the external tension-free reinforcement system includes multiple conforming bends of annular square steel hoops disposed on the outside of the petal-shaped column cap template unit, and vertical square steel secondary joists and circumferential square steel column hoop main joists disposed on the outside of the column body template unit. The conforming bends of the annular square steel hoops are segmented and bent according to the back contour of the petal-shaped column cap template unit and are arranged in layers along the height direction of the petal-shaped column cap to constrain the lateral deformation of the petal-shaped column cap template unit during concrete pouring. The vertical square steel secondary joists are arranged close to the outside of the column body template unit, and the circumferential square steel column hoop main joists are circumferentially hooped on the outside of the vertical square steel secondary joists.

[0013] In a preferred embodiment, in step S5, based on the petal-shaped column cap and the integrated template unit keel system model and the column body template unit keel system model, CNC machine tools are used to process and manufacture horizontal and vertical keel shapes with different contours, and the assembly of the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system is completed respectively. This includes: performing detailed design on each horizontal and vertical keel in the petal-shaped column cap and the integrated template unit keel system model and the column body template unit keel system model; based on the detailed design parameters, CNC machine tools are used to process the horizontal and vertical keel shapes accordingly, and the processed horizontal and vertical keel shapes are numbered; according to the numbering, the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system are assembled respectively, and corner brackets are used to fix the intersection nodes of the horizontal and vertical keel shapes, and positioning corner brackets are installed at the position of the keel connection panel.

[0014] In a preferred embodiment, the assembly of the petal-shaped column cap and the integrated template unit keel system includes: placing the horizontal keels corresponding to the petal-shaped column cap template unit in elevation order; inserting the vertical keels into the pin slots of the horizontal keels according to their position numbers; adjusting the horizontal and vertical keels so that their outer contours together form a support surface that matches the petal curve; checking the dimensions and positions of the upper edge contour, lower edge contour, and left and right splicing edges; checking whether the entire keel grid is distorted; and initially fixing the intersection of the horizontal and vertical keels. For the cross joints, after initial fixing, the dimensions are checked. After the check is passed, corner brackets are used to finally fix the intersections of the horizontal and vertical keel structures. The assembly of the column formwork unit keel system includes: arranging the horizontal keels of the corresponding column formwork unit in height order; inserting the vertical keels into the corresponding pin slots; correcting the curved outline of the column; checking the dimensions of the upper and lower edges of the column; initially fixing the intersections of the horizontal and vertical keels, after initial fixing, the dimensions are checked. After the check is passed, corner brackets are used to finally fix the intersections of the horizontal and vertical keels.

[0015] In a preferred embodiment, in step S7, the irregular curved surface template units are pre-assembled on the ground. The accuracy of the curved surface splicing, the tightness of the joints, and the compatibility with the external tension-free reinforcement system are checked. After passing the checks, they are numbered and hoisted for installation. The external tension-free reinforcement system is then installed, including: setting up temporary supports in a leveled area on site; hoisting the processed column body template units and petal-shaped column cap template units onto the temporary supports in sequence; performing pre-molding of the template units on the temporary supports according to the design model and the planned installation sequence; and addressing any issues found during pre-assembly, such as loose joints. After adjusting for angular deviations or local misalignments, each template unit is numbered, and the assembly sequence for formal installation is determined. During formal on-site installation, the column body template units are installed first, and then, according to the pre-assembled numbering sequence, the petal-shaped column cap template units are hoisted to the installation position sequentially using a tower crane. Overlapping joists are installed between adjacent petal-shaped column cap template units. Positioning angle brackets are installed at the connection points between the column body template units and the petal-shaped column cap template units to ensure precise alignment and a smooth transition between the column body and the column cap.

[0016] In a preferred embodiment, in step S8, a pumping device is used to pour concrete for the column body, petal-shaped column cap, and return edge. The concrete pouring adopts a continuous layered pouring method, so that the column body, petal-shaped column cap, and return edge are formed as a whole in the same pouring process. During the continuous layered pouring process, each pouring layer is vibrated, and the vibrator is inserted into the lower layer of concrete or the interface between the upper and lower layers of concrete by no less than 100mm, so that the concrete of adjacent pouring layers is fully bonded. During the pouring process, the deformation of the external non-tensioning reinforcement system and the irregular curved surface template unit is monitored. After the pouring is completed, curing and demolding are carried out, and the geometric dimensions, surface flatness, edge straightness, surface continuity, and appearance quality of the formed component are inspected to obtain an irregular hyperboloid petal column of fair-faced concrete.

[0017] Compared with the prior art, the beneficial effects of the present invention are: This invention utilizes a three-dimensional parametric model to reverse-control the geometry of composite wooden structural template units. It employs CNC machining of a cross-shaped grid-like wooden structural keel system and narrow-panel cladding forming technology, combined with a unique non-tensioned external conformal reinforcement system, ground pre-assembly verification, and a single-piece casting process. This achieves high-precision template forming, stable reinforcement, smooth connection of column body and cap, and single-piece casting of small-volume irregular hyperboloid petal columns without using through-hole fair-faced concrete tie bolts or costly custom steel formwork. Specifically: (1) In the prior art, templates are usually laid out and processed based on two-dimensional drawings or experience. However, this application first analyzes the parameters such as the upper and lower openings of the petal column, the vertical transition arc, the column cross-section, and the return edge cross-section to establish a complete three-dimensional model. Then, the keel system is designed in reverse through the three-dimensional model and processed by CNC machine tools, which can control the keel contour accuracy at a high level and reduce the errors of manual layout and on-site fitting. The deviation of the CNC-processed keel contour of this application can be controlled within 0.5mm, and the surface fitting deviation after template unit assembly can be controlled at the millimeter level. This is very critical for double-curvature surface fair-faced concrete components with variable curvature, because small errors in the template will be directly reflected as uneven surface, edge offset, or visible seam marks after molding.

[0018] (2) This invention avoids bolt holes on fair-faced concrete by reinforcing without tension, reduces template joints by patching and grinding the narrow strip panel, and avoids construction joints by pouring the entire material at once. It fully meets the visual requirements of fair-faced concrete of "no secondary decoration and one-time molding", avoids the manpower and material investment of later repairs, and improves the visual appearance of fair-faced concrete from multiple levels. Its effect is significantly better than the traditional steel formwork opening and processing or ordinary wooden formwork assembly construction.

[0019] (3) The column body, column cap and flange of the present invention are cast in one piece, which avoids the horizontal construction joints between the column body and column cap caused by segmented construction. For reinforced fair-faced concrete columns, casting in one piece is beneficial to improving the integrity, crack resistance and visual continuity of the components.

[0020] (4) This invention avoids the high cost of custom steel molds for small batches. The overall cost of a single component template is reduced by more than 65% compared to the steel mold solution. Furthermore, the wooden template can be disassembled, recycled, and reused, making it suitable for the construction needs of small-volume irregular components.

[0021] (5) The ground pre-assembly of the present invention eliminates assembly errors in advance, and the hoisting and splicing efficiency of modular template units is 40% higher than that of steel formwork scheme, and the overall construction cycle is 30% shorter than that of split pouring scheme. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the method flow of the present invention; Figure 2 This is a schematic diagram of the outline of the petal-shaped column cap of the present invention; Figure 3 This is a schematic diagram of the spatial positioning combination of the column cap outline of the present invention; Figure 4 This is a schematic diagram of the petal-shaped geometric outline of the column cap structure of the present invention; Figure 5 This is a schematic diagram of the petal-shaped column cap spatial structure of the present invention; Figure 6 is a schematic diagram of the column space structure of the present invention; Figure 7 This is a schematic diagram of the complete three-dimensional parametric model of the petal column of the present invention; Figure 8 This is a schematic diagram of the petal-shaped template unit keel system model of the present invention; Figure 9 This is a schematic diagram of the column formwork unit keel system model of the present invention; Figure 10 This is a schematic diagram of the external tension-free reinforcement system model of the present invention; Figure 11 This is a schematic diagram of the mold frame system model of the present invention; Figure 12 This is a schematic diagram of the conformal bending annular square steel hoop assembly of the present invention; Figure 13 This is a schematic diagram of the horizontal keel numbering of the present invention; Figure 14 This is a schematic diagram of the vertical keel numbering of the present invention; Figure 15 This is a structural schematic diagram of a vertical keel in the petal-shaped column cap and the integrated template unit keel system of the present invention; Figure 16 This is a structural schematic diagram of a transverse keel in the petal-shaped column cap and the integrated template unit keel system of the present invention; Figure 17 This is a schematic diagram of the petal-shaped column cap and the integrated template unit keel system of the present invention and its external non-pull-resistance structure. Detailed Implementation

[0023] The technical solutions in the embodiments of the present invention will be clearly and completely described below. All other embodiments obtained by those skilled in the art without inventive effort are within the scope of protection of the present invention.

[0024] This invention is based on an actual construction project. Its core component is a rigid fair-faced concrete column with a petal-shaped appearance. The entire column has a curved surface structure and consists of three parts. First, the column cap is formed by eight petal-shaped curved surfaces, with the maximum radius of the curved surfaces being 1500mm. In the Z-axis direction, the curve is composed of 2-6 different central arcs. On the XY plane, it expands from a radius of 475mm to a radius of 1500mm, thus fitting into a petal surface. Second, the column body is 1500mm high and is formed by eight curved surfaces with a radius of 475mm. Finally, there is a 100mm reverse edge above the column cap.

[0025] The conventional construction method for this structure is to use custom-made steel formwork. However, due to the small size of the components involved in this project, the steel formwork manufacturer did not have standardized molds, requiring the creation of new molds. Furthermore, the manufacturer's mold creation does not guarantee precision, only ensuring a general resemblance to the design, and significantly increases costs. Additionally, the steel formwork cannot close tightly at the petal-shaped joints due to metal deformation, leading to water loss at the joints during construction, which affects the appearance and quality of the finished fair-faced concrete components. Simultaneously, the columns in this structure are rigid fair-faced concrete structures with cross-shaped steel components, and bolt hole marks are not allowed on the outer surface of the columns. Therefore, traditional tie rod structures cannot be used for the reinforcement of vertical components, making it difficult to guarantee the geometric dimensions and angular shaping of the vertical column structure. This places higher demands on the reinforcement of components before pouring concrete. Because the petal-shaped column caps and column bodies have different structural forms, construction needs to be carried out in two parts. Achieving a smooth transition from the curved column body to the petal-shaped column caps is also one of the construction challenges of this project.

[0026] like Figures 1 to 17 As shown, the construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column of the present invention includes the following steps: Step S1: Establish a three-dimensional parametric model of the petal column based on the petal column design drawings. The petal column includes a column body, a petal-shaped column cap located above the column body, and a return edge located above the column cap. The petal-shaped column cap is formed by multiple variable curvature hyperboloid units.

[0027] Specifically, step S1 includes the following steps: Step S11: Analyze the design drawings to determine the contour parameters of each part of the petal column. Specifically, this includes: extracting the contour parameters of the upper edge of the column cap, determining that the upper edge of the column cap is enclosed by 8 concave arcs to form an eight-petal closed contour; extracting the contour parameters of the lower edge of the column cap, determining that the lower edge of the column cap is also enclosed by 8 concave arcs to form an eight-petal closed contour, and that the contour dimension of the upper edge of the column cap is larger than that of the lower edge; determining the distance between the upper edge and the lower edge of the column cap in the height direction; extracting the vertical transition arc parameters between the upper edge and the lower edge of the column cap, determining the spatial transition curve of the hyperboloid shape of the column cap; determining the correspondence between the column body section and the lower edge contour of the column cap, as well as the correspondence between the return edge section and the upper edge contour of the column cap. In this embodiment, the maximum outer corner diameter of the upper edge of the column cap is 3000mm, as obtained from the design drawings. The entire upper edge is composed of eight concave arc segments forming a complete eight-petal closed contour. Each small arc is concave inward by 225mm, with a center distance of 1275mm. The lower edge of the column cap has a similar shape to the upper edge, also composed of eight concave arc segments, with a maximum outer corner diameter of 950mm. Each small arc is concave inward by 50mm, with a center distance of 425mm. The distance between the upper edge and the lower edge in the Z-axis direction is... The edge is 1500mm, and the line connecting the upper and lower edges is composed of two non-concentric arcs. The upper arc has an arc length of 1334mm, a radius of 1459mm, and a central angle of 52.38 degrees. The lower arc has an arc length of 608mm, a radius of 1705mm, and a central angle of 20.45 degrees. The height difference between the two arcs on the Z-axis is 33mm, and the distance between them on the XY plane is 248mm. The column body section has the same shape as the lower edge of the column capital, with a height of 1500mm. The return edge section has the same shape as the upper edge of the column capital, with a height of 100mm.

[0028] Step S12: The petal-shaped column cap is composed of 8 petal units. The boundary curve of each petal unit consists of two arcs with different radii and centers. The primary problem to solve is how to realize the petal shape according to the designer's concept. The design drawings of the petal-shaped column cap are analyzed using the Rhino platform. First, the arc curve data of the petal-shaped column cap is extracted and imported into the Rhino platform to form the outline of the petal-shaped column cap (including the top outline, bottom outline, and outer corner curves of the column cap), as shown below. Figure 2 As shown.

[0029] Step S13: Raise the top outline of the petal-shaped column cap to the design elevation, and position the top outline and bottom outline of the petal-shaped column cap in corresponding positions in space, such as... Figure 3 As shown.

[0030] Step S14: Connect the corresponding corner points of the top and bottom contours of the petal-shaped column cap using a vertical transition control curve (connected by the outer corner curves of the column cap in the diagram) to form the petal-shaped geometric contour line of the column cap structure, as shown below. Figure 4 As shown; Step S15: Based on the petal-shaped geometric contour of the column cap structure, generate corresponding petal-shaped geometric surfaces in the Rhino platform, and combine the 8 petal-shaped geometric surfaces to form a complete petal-shaped column cap spatial structure.

[0031] Step S16: Obtain the column cross-sectional profile according to the design drawings, and generate the column spatial structure along the column height direction using the column cross-sectional profile in the Rhino platform, such as... Figure 6 As shown.

[0032] Step S17: Combine the back edge, petal-shaped column cap spatial structure, and column body spatial structure to form a complete three-dimensional parametric model of the petal column, such as... Figure 7 As shown.

[0033] Step S2: Based on the 3D parametric model of the petal-shaped column, it was determined that a composite timber-structured formwork unit would be used for the petal-shaped curved surface construction. This composite formwork unit includes a petal-shaped column cap formwork unit, a back edge formwork unit, and a column body formwork unit. Since the back edge is formed by extending 100mm upwards from the upper contour of the petal-shaped column cap structure, the back edge formwork unit and the petal-shaped column cap formwork unit are designed as a whole in the reinforcement design of the fair-faced concrete formwork unit. Due to the defects of steel formwork materials, which cannot meet the aesthetic quality requirements of fair-faced concrete structures and have inherent shortcomings in detail control, the "composite timber-structured formwork unit" was used for the petal-shaped curved surface construction in this project. To achieve the irregular curved surface shape, a structural keel system conforming to the irregular curved surface shape should first be constructed.

[0034] Step S3: Based on the Rhino platform, the curved panel of the petal-shaped column cap template unit and the integrated back edge template unit is partitioned and decomposed. The panel of the column body template unit is partitioned and decomposed. Based on the surface boundary, curvature change and panel partitioning results of each template unit, the reverse design method is used to generate the petal-shaped column cap and back edge integrated template unit keel system model and the column body template unit keel system model corresponding to the outer contour of the petal column.

[0035] Specifically, step S3 includes the following steps: Step S31: First, based on the three-dimensional parametric model of the petal column, establish an arc-shaped panel model corresponding to the outer contour of the petal column. Use the arc-shaped panel model as the reverse design benchmark for the keel system of the composite shaped template unit of the wood structure. According to the curvature change, splicing boundary and construction installation direction of the petal-shaped column cap template unit and the back edge template unit, divide its arc-shaped panel into multiple panel partitions. Then, each panel partition is further divided into several narrow strip panels, and the width, length, number and laying sequence of the narrow strip panels are determined. Then, extract the surface boundary and curvature change information of the composite shaped template unit of the wood structure. Step S32: Set several transverse cutting surfaces along the height direction of the petal-shaped column cap template unit, and obtain the transverse keel outline by the intersection of the transverse cutting surfaces and the variable curvature hyperboloid unit. Step S33: Set several vertical cutting surfaces along the width direction of the petal-shaped column capital template unit, and obtain the vertical keel outline by the intersection of the vertical cutting surfaces and the variable curvature hyperboloid unit; Step S34: Set horizontal and vertical cutting surfaces along the height and circumference directions of the column template unit, and obtain the horizontal and vertical keel outlines of the column template unit by the intersection of the cutting surfaces and the column curved surface; Step S35: Design the horizontal and vertical keels as a cross-shaped grid structure, and set interlocking pin slots at the intersection positions; Step S36: Based on the horizontal keel outline, the vertical keel outline, and the pin slot positions, construct the keel system model of the petal-shaped column capital and the integrated template unit keel system in the Rhino platform (e.g., Figure 8 (as shown) and column formwork unit keel system model (as shown) Figure 9 (As shown). In the integrated template unit keel system model of the petal-shaped column cap and the back edge, the vertical keel 113 is arranged along the height direction of the petal column, and the horizontal keel 114 is arranged along the circumference or transverse direction of the petal column. The vertical keel 113 and the horizontal keel 114 are connected to each other by the pin slot 115, thus forming a curved support skeleton for supporting the arc panel 201. Multiple vertical keels and multiple horizontal keels are arranged at intervals to improve the overall support capacity of the wooden keel.

[0036] Step S4: Based on the outer contour of the petal column and the stress position on the back of the wooden composite model template unit, design an external tension-free reinforcement system that matches the curved shape of the petal column, and generate a processing drawing of the external tension-free reinforcement system.

[0037] There are two main challenges in designing the petal-shaped column reinforcement system. First, the petal-shaped column is a rigid structure, and to achieve the desired appearance of fair-faced concrete, bolt hole reinforcement marks are not allowed on the column surface. Furthermore, the column core contains a cross-shaped steel section, preventing the use of tie rods in the reinforcement system. The external tie-free reinforcement system of this invention includes multiple conforming-bending annular square steel hoop assemblies 111 located on the outside of the petal-shaped column cap template unit 101, and vertical square steel secondary joists 112 and circumferential square steel column hoop main joists located on the outside of the column body template unit 102. Six conforming-bending annular square steel hoop assemblies 111 are used for reinforcement in the petal-shaped column cap section. Each conforming-bending annular square steel hoop assembly 111 is segmented and bent according to the back contour of the petal-shaped column cap template unit, and arranged in layers along the height direction of the petal-shaped column cap to constrain the lateral deformation of the petal-shaped column cap template unit during concrete pouring. The conformal bending annular square steel hoop assembly 111 includes an open-type annular reinforcing square steel keel 1110, a locking seat 1111, a threaded rod 1112, and a locking nut 1113. The open-type annular reinforcing square steel keel 1110 surrounds the outer side of the petal-shaped column cap and the integrated template unit keel system. The vertical styling keel 113 of the petal-shaped column cap and the integrated template unit keel system has a right-angle groove 116 on the side facing away from the curved panel 201. The right-angle groove 116 is used to cooperate with the open-type annular reinforcing square steel keel 1110, so that the open-type annular reinforcing square steel keel 1110 can be restricted to a predetermined position after installation, reducing its slippage or deflection relative to the vertical styling keel. The two right-angled sides of the right-angled groove respectively abut against the two adjacent outer surfaces of the open-type annular reinforced square steel keel 1110. Locking seats 1111 are fixedly installed on the outer sides of the two free ends of the open-type annular reinforced square steel keel 1110. The threaded rod 1112 passes through the two locking seats 1111, and the locking nut 1113 is threaded to the threaded rod 1112 and presses against the outer side of the corresponding locking seat 1111. In addition, an auxiliary seat 1114 can also be fixedly installed on the open-type annular reinforced square steel keel 1110. The auxiliary seat 1114 is a U-shaped structure and is inserted into the outer side of the vertical keel. The auxiliary seat 1114 is used to help limit the movement of the open-type annular reinforced square steel keel 1110 relative to the vertical keel, thereby improving the installation stability of the external hoop reinforcement assembly. The auxiliary seat 1114 has an auxiliary hole 1115 that passes through it. A nail is installed in the auxiliary hole 1115 and is driven into the vertical structural keel to fix the auxiliary seat 1114 to the vertical structural keel. The combination of the auxiliary seat 1114, the auxiliary hole 1115 and the nail can further improve the connection reliability between the open-type annular reinforced square steel keel and the vertical structural keel.

[0038] Regarding the selection of the column reinforcement system, the vertical square steel secondary keel 112 is arranged close to the outer side of the column formwork unit, and the circumferential square steel column hoop main keel is set on the outer side of the vertical square steel secondary keel to improve the rigidity of the reinforcement system. External tension reinforcement systems are not used. Figure 10 As shown. The formwork system selected is a disc-lock scaffold, with both horizontal and vertical spacing of 900mm, as... Figure 11 As shown.

[0039] The process begins with refining the conformal bending ring-shaped steel hoop assembly of the reinforcement system: bending and layout are carried out according to the processing drawings, and then the conformal bending ring-shaped steel hoop assembly is processed according to the detailed processing drawings of the reinforcement system.

[0040] Step S5: Use CNC machine tools to process and manufacture horizontal and vertical keel shapes with different contours, and assemble the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system respectively.

[0041] Specifically, due to the numerous corners in the keel frame and the fact that its outer contour is composed of curves and broken lines, manual processing is difficult to achieve the desired precision. If the processing precision of the keel frame does not meet the construction requirements, it will be difficult to accurately assemble the fair-faced formwork units later. Therefore, this application uses CNC machine tools to process the keel frame, improving the construction precision to the millimeter level. First, the design of each horizontal and vertical keel frame in the petal-shaped column cap and the integrated formwork unit keel system model and the column body formwork unit keel system model is refined, such as... Figures 12 to 13 As shown. Based on the detailed design parameters, CNC machine tools were used to process the horizontal and vertical keel structures. The processed horizontal and vertical keel structures were numbered. According to the numbers, the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system were assembled respectively. Angle brackets were used to fix the intersection nodes of the horizontal and vertical keel structures to enhance the tightness and rigidity of the connection. Positioning angle brackets were installed at the keel connection panels to facilitate the later installation of the panels and improve the overall rigidity of the template unit.

[0042] The assembly of the petal-shaped column cap and the integrated template unit keel system includes: placing the horizontal keels corresponding to the petal-shaped column cap template unit in elevation order; inserting the vertical keels into the pin slots of the horizontal keels according to their position numbers; adjusting the horizontal and vertical keels so that their outer contours together form a support surface that matches the petal curve; checking the dimensions and positions of the upper and lower edge contours and the left and right splicing edges; checking whether the entire keel grid is distorted; initially fixing the intersection nodes of the horizontal and vertical keels, and after initial fixing, verifying the dimensions; and finally fixing the intersection nodes of the horizontal and vertical keels using corner brackets after the verification is qualified.

[0043] The assembly of the column formwork unit keel system includes: arranging the horizontal keels of the corresponding column formwork unit in order of height; inserting the vertical keels into the corresponding pin slots; correcting the curved outline of the column; checking the dimensions of the upper and lower edges of the column; initially fixing the intersections of the horizontal and vertical keels; verifying the dimensions after initial fixing; and finally fixing the intersections of the horizontal and vertical keels with angle brackets after the verification is qualified.

[0044] Step S6: Since the panel of the petal-shaped column capital is a hyperboloid structure with variable curvature, and the wooden formwork is a rigid material, it is not possible to accurately achieve the irregular hyperboloid shape. Therefore, this application adopts the idea of ​​narrow panel splicing. Multiple narrow panel strips are laid sequentially on the petal-shaped column capital and the integrated formwork unit keel system and the column body formwork unit keel system to form the corresponding irregular curved surface formwork unit. Due to the small curvature of the column body arc panel, the panel is also divided into narrow strips and laid, and fixed with nails. Because the panels are laid in narrow strips on the keel system, sharp edges will appear between the joints of the narrow strip panels. Therefore, the panels are sanded. After sanding, there are still joints between adjacent panels. The joints are filled with filler. After the filler dries, the surface is sanded again to ensure that the surface of the shaped unit is smooth. After the filler is sanded smooth, it is blown off to ensure that there is no dust left on the surface of the template unit after sanding. Then, a layer of hard leather is added to the surface of the filler to further eliminate the sharp edges of the panels and ensure the molding quality after the concrete is poured.

[0045] Step S7: Pre-assemble the irregular curved surface template units on the ground, check the splicing accuracy, joint tightness, and compatibility with the external tension-free reinforcement system. After passing the checks, number and hoist the units, and install the external tension-free reinforcement system: Erect temporary supports in a leveled area on site, and hoist the finished column body template units and petal-shaped column cap template units onto the temporary supports in sequence. According to the design model and the planned installation sequence, pre-assemble the template units on the temporary supports, and check for any loose joints, angle deviations, or local defects found during the pre-assembly. After adjusting the misalignment, each template unit is numbered, and the assembly sequence for formal installation is determined. During formal on-site installation, the column body template units are installed first, and then the petal-shaped column cap template units are hoisted to the installation position sequentially using a tower crane according to the pre-assembly numbered sequence. Overlapping joists are set between adjacent petal-shaped column cap template units. Positioning angle brackets are set at the connection points between the column body template units and the petal-shaped column cap template units to ensure precise alignment between the column body template units and the petal-shaped column cap template units, resulting in a smooth transition between the column body and the column cap.

[0046] Step S8: Without setting tie bolts that penetrate the outer surface of fair-faced concrete, cast the column body, petal-shaped column cap and return edge into a single concrete pour. After curing, remove the formwork to obtain an irregular hyperboloid petal column of fair-faced concrete.

[0047] In step S8, concrete is poured into the column body, petal-shaped column cap, and rim using a pumping device. The concrete pouring adopts a continuous layered pouring method, so that the column body, petal-shaped column cap, and rim are formed as a whole in the same pouring process. During the continuous layered pouring process, each pouring layer is vibrated, and the vibrator is inserted into the lower layer of concrete or the interface between the upper and lower layers of concrete by no less than 100mm to ensure that the concrete of adjacent pouring layers is fully bonded. During the pouring process, the deformation of the external non-tensioning reinforcement system and the irregular curved surface template unit is monitored. After the pouring is completed, curing and demolding are carried out, and the geometric dimensions, surface flatness, edge straightness, surface continuity, and appearance quality of the formed component are inspected to obtain an irregular hyperboloid petal column of fair-faced concrete.

[0048] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A construction method for integrally cast-in-place irregular hyperboloid petal-shaped fair-faced concrete columns, characterized in that: Includes the following steps: S1. Establish a three-dimensional parametric model of the petal column based on the petal column design drawings. The petal column includes a column body, a petal-shaped column cap located above the column body, and a return edge located above the column cap. The petal-shaped column cap is formed by multiple variable curvature hyperboloid units. S2. Based on the three-dimensional parametric model of the petal column, it is determined that a wooden composite molding template unit is used for the construction of the petal curved surface. The wooden composite molding template unit includes a petal-shaped column cap template unit, a back edge template unit, and a column body template unit. The back edge template unit and the petal-shaped column cap template unit are designed as a whole. S3. Based on the Rhino platform, the petal-shaped column cap template unit and the integrated back edge template unit panel are partitioned and decomposed. The column body template unit panel is partitioned and decomposed. Based on the surface boundary, curvature change and panel partitioning results of each template unit, the reverse design method is used to generate the petal-shaped column cap and back edge integrated template unit keel system model and the column body template unit keel system model corresponding to the outer contour of the petal column. S4. Based on the outer contour of the petal column and the stress position on the back of the composite wooden structure template unit, design an external tension-free reinforcement system that matches the curved shape of the petal column, and generate a processing drawing of the external tension-free reinforcement system. S5. Use CNC machine tools to process and manufacture horizontal and vertical keel shapes with different contours, and assemble the petal-shaped column cap and the integrated template unit keel system and the column template unit keel system respectively. S6. Multiple narrow strip panels are laid sequentially on the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system to form corresponding irregular curved surface template units. The joints between the narrow strip panels are ground, filled and ground a second time. A covering layer is set on the concrete contact surface of the irregular curved surface template unit to form a continuous and smooth fair-faced concrete forming surface. S7. Pre-assemble the irregular curved surface template units on the ground, check the accuracy of the curved surface splicing, the tightness of the splicing joints and the compatibility of the external non-pull-resistance system. After passing the test, number and hoist the units, and install the external non-pull-resistance system. S8. Without setting tie bolts that penetrate the outer surface of fair-faced concrete, the column body, petal-shaped column cap and return edge are integrally cast in one piece of concrete, and the formwork is removed after curing to obtain an irregular hyperboloid petal column of fair-faced concrete.

2. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 1, characterized in that: In step S1, a three-dimensional parametric model of the petal column is established based on the petal column design drawings, including: S11. Analyze the design drawings and determine the outline parameters of each part of the petal column. The column cap is composed of 8 petal units. The boundary curve of each petal unit is composed of two arcs with different radii and different centers. S12. Extract the arc curve data of the petal-shaped column cap, import it into the Rhino platform, and form the outline of the petal-shaped column cap; S13. Raise the top outline of the petal-shaped column cap to the design elevation, and position the top outline of the petal-shaped column cap and the bottom outline of the petal-shaped column cap in corresponding positions in space; S14. Connect the corresponding corner points of the top and bottom contours of the petal-shaped column cap with a vertical transition control curve to form the petal-shaped geometric contour line of the column cap structure. S15. Based on the petal-shaped geometric contour line of the column cap structure, a corresponding petal-shaped geometric surface is generated in the Rhino platform, and the eight petal-shaped geometric surfaces are combined to form a complete petal-shaped column cap spatial structure. S16. Obtain the column cross-sectional outline based on the design drawings, and generate the column spatial structure along the column height direction using the column cross-sectional outline in the Rhino platform. S17. Combine the back edge, petal-shaped column cap spatial structure, and column body spatial structure to form a complete three-dimensional parametric model of the petal column.

3. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 2, characterized in that: In step S11, the design drawings are analyzed to determine the geometric parameters of each part of the petal column, including: extracting the contour parameters of the upper edge of the column cap, determining that the upper edge of the column cap is formed by eight concave arc segments to form an eight-petal closed contour; extracting the contour parameters of the lower edge of the column cap, determining that the lower edge of the column cap is also formed by eight concave arc segments to form an eight-petal closed contour, and that the dimension of the upper edge contour of the column cap is larger than that of the lower edge contour; determining the distance between the upper edge and the lower edge of the column cap in the height direction; extracting the vertical transition arc parameters between the upper edge and the lower edge of the column cap, determining the spatial transition curve of the hyperboloid shape of the column cap; and determining the correspondence between the column body section and the lower edge contour of the column cap, as well as the correspondence between the return edge section and the upper edge contour of the column cap.

4. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 2, characterized in that: In step S2, the upper edge of the column cap is formed by the upper contour of the petal-shaped column cap turning upwards at the designed height, wherein the designed height is 80mm to 150mm.

5. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 2, characterized in that: In step S3, based on the surface boundaries, curvature changes, and panel partitioning results of each template unit, a reverse design method is used to further generate the petal-shaped column cap and the integrated template unit keel system model and the column body template unit keel system model corresponding to the outer contour of the petal column. This includes: S31, extracting the surface boundaries and curvature change information of the wood structure composite molding template unit; S32, setting several transverse cutting surfaces along the height direction of the petal-shaped column cap template unit, and obtaining the transverse molding keel outline by the intersection of the transverse cutting surfaces and the variable curvature hyperboloid unit; S33, setting several vertical cutting surfaces along the width direction of the petal-shaped column cap template unit, and obtaining the transverse molding keel outline by the intersection of the vertical cutting surfaces and the variable curvature hyperboloid unit. S34. Intersection of surface units yields the outline of the vertical keel; S35. Horizontal and vertical cutting surfaces are set along the height and circumference of the column template unit, respectively, and the intersection of the cutting surfaces with the curved surface of the column yields the outline of the horizontal and vertical keel of the column template unit; S36. The horizontal and vertical keels are designed as cross-shaped grid structures, and interlocking pin slots are set at the intersection positions; S37. Based on the outline of the horizontal and vertical keels and the position of the pin slots, the petal-shaped column cap and the integrated template unit keel system model and the column template unit keel system model are constructed in the Rhino platform.

6. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 1, characterized in that: In step S4, the external tension-free reinforcement system includes multiple conforming bends of annular square steel hoops arranged on the outside of the petal-shaped column cap template unit, and vertical square steel secondary joists and circumferential square steel column hoop main joists arranged on the outside of the column body template unit. The conforming bends of the annular square steel hoops are segmented and bent according to the back contour of the petal-shaped column cap template unit and arranged in layers along the height direction of the petal-shaped column cap to constrain the lateral deformation of the petal-shaped column cap template unit during concrete pouring. The vertical square steel secondary joists are arranged close to the outside of the column body template unit, and the circumferential square steel column hoop main joists are circumferentially hooped on the outside of the vertical square steel secondary joists.

7. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 1, characterized in that: In step S5, CNC machine tools are used to process and manufacture horizontal and vertical keel shapes with different contours. The assembly of the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system is completed. This includes: detailed design of each horizontal and vertical keel in the petal-shaped column cap and the integrated template unit keel system model and the column body template unit keel system model; based on the detailed design parameters, CNC machine tools are used to process the corresponding horizontal and vertical keels; and the processed horizontal and vertical keels are numbered. According to the numbering, the petal-shaped column cap and the integrated template unit keel system and the column body template unit keel system are assembled, and corner brackets are used to fix the intersections of the horizontal and vertical keels. Positioning corner brackets are also installed at the keel connection panel positions.

8. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 7, characterized in that: The assembly of the petal-shaped column cap and the integrated template unit keel system includes: placing the horizontal keels corresponding to the petal-shaped column cap template unit in elevation order; inserting the vertical keels into the pin slots of the horizontal keels according to their position numbers; adjusting the horizontal and vertical keels so that their outer contours together form a support surface that matches the petal curve; checking the dimensions and positions of the upper edge contour, lower edge contour, and left and right splicing edges; checking whether the entire keel grid is distorted; initially fixing the intersection nodes of the horizontal and vertical keels, and after initial fixing, verifying the dimensions; and finally fixing the intersection nodes of the horizontal and vertical keels using corner brackets after the verification is qualified. The assembly of the column formwork unit keel system includes: arranging the horizontal keels of the corresponding column formwork unit in order of height; inserting the vertical keels into the corresponding pin slots; correcting the arc contour of the column; checking the dimensions of the upper and lower edges of the column; initially fixing the intersections of the horizontal and vertical keels; verifying the dimensions after initial fixing; and finally fixing the intersections of the horizontal and vertical keels with corner brackets after the verification is qualified.

9. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 1, characterized in that: In step S7, the irregular curved surface template units are pre-assembled on the ground. The accuracy of the curved surface splicing, the tightness of the joints, and the compatibility with the external tension-free reinforcement system are checked. After passing the checks, they are numbered and hoisted for installation. The external tension-free reinforcement system is then installed, including: setting up temporary supports in a leveled area on site; hoisting the finished column body template units and the petal-shaped column cap template units with return edges onto the temporary supports in sequence; and performing pre-molding of the template units on the temporary supports according to the design model and the planned installation sequence. Any issues found during the pre-assembly, such as loose joints, angle deviations, or other defects, are addressed. After adjusting the local misalignment, each template unit is numbered, and the assembly sequence for formal installation is determined. During formal on-site installation, the column body template units are installed first, and then, according to the numbering sequence determined in the pre-assembly, the petal-shaped column cap template units with return edges are hoisted to the installation position sequentially using a tower crane. Overlapping joists are set between adjacent petal-shaped column cap template units. Positioning angle brackets are set at the connection points between the column body template units and the petal-shaped column cap template units to ensure precise alignment between the column body template units and the petal-shaped column cap template units, resulting in a smooth transition between the column body and the column cap.

10. The construction method for integral cast-in-place fair-faced concrete irregular hyperboloid petal column according to claim 1, characterized in that: In step S8, concrete is poured into the column body, petal-shaped column cap, and rim using a pumping device. The concrete pouring adopts a continuous layered pouring method, so that the column body, petal-shaped column cap, and rim are formed as a whole in the same pouring process. During the continuous layered pouring process, each pouring layer is vibrated, and the vibrator is inserted into the lower layer of concrete or the interface between the upper and lower layers of concrete by no less than 100mm to ensure that the concrete of adjacent pouring layers is fully bonded. During the pouring process, the deformation of the external non-tensioning reinforcement system and the irregular curved surface template unit is monitored. After the pouring is completed, curing and demolding are carried out, and the geometric dimensions, surface flatness, edge straightness, surface continuity, and appearance quality of the formed component are inspected to obtain an irregular hyperboloid petal column of fair-faced concrete.

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