Overall mounting method for bearing platform reinforcing steel bar component

Abstract

The invention discloses an integral mounting method for a bearing platform reinforcing steel bar component, which comprises the following steps: S1, straightening pile head reinforcing steel bars, and binding a bearing platform foundation reinforcing steel bar mesh on a bearing platform concrete cushion layer; s2, three-dimensional scanning measurement is conducted on pile head steel bars and a bearing platform concrete cushion layer, a pile head steel bar and bearing platform bottom layer steel bar model is established according to the measurement result of the bearing platform bottom layer steel bar model, optimization arrangement is conducted on bearing platform bottom layer steel bars, and a steel bar non-equidistant distribution construction drawing of a bearing platform bottom layer steel bar mesh is obtained; s3, according to the steel bar unequal-distance distribution construction drawing, a bearing platform steel bar component is manufactured; s4, the bearing platform reinforcing steel bar component is hoisted and lowered to the bearing platform foundation reinforcing steel bar net; s5, a pouring formwork is installed, and pier body reserved longitudinal bars and stirrups are bound in a scattered mode; and finally, bearing platform concrete is poured and maintained. The constraint problem of the pile head steel bars on the pier site is considered, the distance between the steel bars of the bearing platform is adjustable and controllable, the concrete protection layer of the bearing platform meets the requirement, and the construction quality and effect of the bearing platform are effectively improved.

Description

Technical Field

[0001] The present invention relates to the technical field of foundation cap construction, and more specifically, to a method for integrally installing foundation cap steel bar components. Background Art

[0002] The traditional cap adopts the independent design and construction mode of pile head-cap-pier body. The cap steel bars are loosely tied in situ at the construction site, and the collision and interference of the pile head steel bars need to be avoided, resulting in dense arrangement of the cap steel bars, uneven spacing of steel bars, and difficult to ensure the thickness of the protective layer. At the same time, the on-site loose-tying construction requires a large amount of labor, and the construction progress and quality are constrained by the weather. Under the trend of transformation and upgrading of the traditional construction industry and industrialized intelligent construction of bridges, it is urgent to improve the structure and design ideas of the cap steel bars and innovate the industrialized construction technology of the cap steel bars.

[0003] At present, there are two main improved industrial construction methods for pedestals. The first is to directly make prefabricated pedestals or prefabricated pedestal blocks, and then install them as a whole or assemble and connect them. For example, CN110629780A discloses a design, production and installation method for a combined upper and lower pedestal, in which the entire pedestal is divided into two parts, which are prefabricated separately, and then the pedestal column is installed, and the two joint surfaces between the bottom and upper pedestals are leveled to complete the overall installation of the pedestal. This method has too many limitations. Whether the pedestal is suitable for splitting, whether the shear bearing performance and seismic reliability are reduced after splitting and reconnecting, and how the prefabricated pedestal is connected to the lower pile foundation all need to be demonstrated by experiments and engineering cases. In addition, the prefabricated pedestal has high requirements for component transportation conditions and lifting equipment, and this method is not universal. The second is to optimize the steel bar structure, make steel mesh or the overall steel bar parts of the pedestal, and then hoist and install them to cast concrete on site for maintenance; for example, CN113863354A discloses an overall installation structure of super-high independent pedestal reinforcement and its construction method, which optimizes the construction process of the pedestal reinforcement, changes the internal support reinforcement to the side form and the hanger support, and reduces the amount of temporary support reinforcement, but fundamentally it is still the on-site in-situ loose binding construction of the pedestal reinforcement, and the construction quality and efficiency of the pedestal are limited. CN117385919A discloses a steel bar installation method for an independent foundation pedestal, which proposes an independent foundation steel bar that is made and assembled outside the pit, and then hoisted into the independent foundation pit as a whole, solving the technical problems of narrow construction space, inconvenient operation, long construction period, and difficult quality control; but it is only for independent foundations without structures such as lower pile foundations, and does not consider the interference effect of pile foundations on pedestal reinforcements, and is not applicable to the overall installation of pedestal reinforcements with pile foundations in the fields of bridge and house construction. Therefore, although there are some industrialized construction methods for pedestals and pedestal steel bars, their applicability is relatively narrow and the effects of on-site pile foundation connections and interference are not considered. The industrialization of bridge pedestal steel bars cannot be promoted and applied on a large scale, and fundamental problems such as on-site constraints and unqualified spacing of pedestal steel bars need to be fundamentally resolved. Summary of the invention

[0004] An object of the present invention is to solve at least the above problems and to provide at least the advantages which will be described hereinafter.

[0005] In order to achieve these purposes and other advantages according to the present invention, a method for integrally installing a cap steel bar component is provided, comprising the following steps: S1. Straighten the pile head steel bars and tie the foundation steel mesh on the cap concrete cushion layer; S2. Perform three-dimensional scanning measurement on the pile head steel bars and the cap concrete cushion layer. The cap bottom steel bar model is established based on the measurement results. The cap bottom steel bar model is optimized and arranged to obtain the unequally spaced steel bar distribution construction drawing of the cap bottom steel bar mesh; S3. According to the construction drawing of the unequally spaced distribution of the steel bars of the bottom steel mesh of the cap, the steel bar parts of the cap are manufactured; S4. The cap steel bar parts are hoisted and lowered to the cap foundation steel bar net; S5. Install the casting formwork, and tie the reserved longitudinal reinforcement and stirrups of the pier body; finally, cast the foundation concrete and maintain it.

[0006] Preferably, in step S2, the three-dimensional information data of the on-site pier position is measured by three-dimensional scanning, the pile head reinforcement model is reconstructed and the foundation bottom reinforcement model is constructed in the BIM software, the reinforcement collision check and the optimization arrangement of the foundation bottom reinforcement are carried out based on the BIM software, and the construction drawing of the unequally spaced distribution of the reinforcement of the foundation bottom reinforcement mesh is output.

[0007] Preferably, the three-dimensional information data of the on-site pier position includes the spatial posture of the pile head reinforcement, the height and surface morphology of the pile head concrete, the plane of the pedestal concrete cushion layer, the edge position of the pedestal template, etc.

[0008] Preferably, step S3 specifically includes the following steps: S31, making the steel mesh of the bottom layer of the foundation; S32, arranging the vertical reinforcement and diagonal bracing based on the steel mesh at the bottom of the cap, and then positioning and installing the steel mesh at the top of the cap; S33, arrange the reserved stirrups for the pier body and the round steel bars for the pile head; S34. Position and install the steel mesh around the perimeter.

[0009] Preferably, in step S31, the bottom layer of the foundation is provided with multiple layers of steel mesh, which are arranged and manufactured in sequence from bottom to top, and the layer height is fixed by welding between two adjacent layers of steel mesh with supporting bars.

[0010] Preferably, in the interference area with the pile head reinforcement, the longitudinal reinforcements or transverse reinforcements of two adjacent layers of the bottom reinforcement mesh are in the same vertical plane.

[0011] Preferably, the diameter of the pile head round steel bar is larger than the diameter of the circle formed by the pile head steel bars.

[0012] Preferably, step S5 specifically includes the following steps: S51. Fine-tune the steel bar components of the cap to ensure that the position and protective layer thickness meet the requirements; S52, enter the interior of the cap steel bar component, coil the pile head steel bar, and lay out cooling water pipes and horizontal interlaced bars from the side of the cap steel bar component; S53, install and fix the cap casting formwork, loosely tie the reserved longitudinal reinforcement and stirrups of the pier body, and lay out the vertical hooks and embedded parts of the cap beam support; S54. Pour the foundation concrete and carry out maintenance.

[0013] The present invention has at least the following beneficial effects: The method for installing the steel bar components of the cap provided by the present invention is based on the pretreatment of the pile head steel bars. Through three-dimensional scanning measurement, the pile head steel bars and the steel bar models of the bottom layer of the cap are established. In the process of optimizing the arrangement of the steel bars of the bottom layer of the cap, the constraint problem of the pile head steel bars at the pier site is considered. The spacing of the steel bars of the cap is adjustable and controllable, and the concrete protective layer of the cap meets the requirements, which effectively improves the quality and efficiency of the cap construction. By putting the manufacturing process of the steel bar components of the cap in advance, forming a construction flow and industrialized production scale, the problems of low efficiency, poor quality and high labor demand of the on-site loose binding of the cap are solved, and the industrialized overall installation of the steel bar components of the cap is realized.

[0014] Other advantages, objectives and features of the present invention will be embodied in part through the following description, and in part will be understood by those skilled in the art through study and practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 It is a flow chart of the overall installation method of the cap steel bar components of the present invention; Figure 2 It is a schematic diagram of the side structure of the cap steel bar component of the present invention; Figure 3 It is a schematic diagram of the structure of the reserved steel bars for the pier body according to the present invention; Figure 4 It is a schematic diagram of the pile head reinforcement and the foundation bottom reinforcement model of the present invention; Figure 5 It is a schematic diagram of the manufacturing process of the cap steel bar component of the present invention; DETAILED DESCRIPTION

[0016] The present invention is further described in detail below in conjunction with the accompanying drawings so that those skilled in the art can implement the invention with reference to the description.

[0017] It should be noted that the experimental methods described in the following embodiments are conventional methods unless otherwise specified, and the reagents and materials are commercially available unless otherwise specified; in the description of the present invention, the terms "lateral", "longitudinal", "upper", "lower", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0018] like Figure 1 As shown, the present invention provides a method for integrally installing a cap steel bar component, comprising the following steps: S1, straighten the pile head steel bar 5, and tie the cap foundation steel mesh 2 on the cap concrete cushion layer 1; S2, perform three-dimensional scanning measurement on the pile head steel bar 5 and the cap concrete cushion layer 1, establish the pile head steel bar and the cap bottom steel bar model according to the measurement results, optimize the arrangement of the cap bottom steel bar, and obtain the unequally spaced steel bar distribution construction drawing of the cap bottom steel bar mesh 3; S3, according to the construction drawing of the unequally spaced distribution of the steel bars of the steel mesh 3 at the bottom of the cap, the steel bar parts of the cap are manufactured; S4, the cap steel bar parts are hoisted and lowered to land on the cap foundation steel bar mesh 2; S5. Install the casting formwork, and loosely tie the reserved longitudinal reinforcement 7 and stirrups 9 of the pier body; finally, cast the foundation concrete and maintain it.

[0019] In this technical solution, the foundation pit is first pre-treated, the pile head steel bars 5 are straightened, and then the foundation steel mesh 2 of the foundation is tied on the foundation concrete cushion 1 according to the overall planning and design of the foundation steel bar components. Then, the foundation steel bar components are manufactured by optimizing the arrangement of the foundation bottom steel bars, such as Figure 2 and Figure 3 As shown, the cap steel bar components include the cap bottom steel mesh 3, the cap surrounding steel mesh 4, the cap top steel mesh 6, the pile head round steel bar 11, the pier body reserved stirrups 9, and the vertical hook bars 10. After the cap steel bar components are manufactured, they are transported to the pier site and hoisted by a crane for installation. Finally, the processes of sealing the mold, loosely tying the pier body reserved steel bars, and pouring concrete are carried out. The overall installation method of the cap steel bar components can advance the manufacturing process of the cap steel bar components, form a construction flow and industrialized production scale, match the steel bar components with the constraints such as the on-site pile foundation, improve the construction quality and work efficiency, promote the prefabrication and assembly rate of the bridge cap steel bar components, and promote the healthy development of industrialization and greening.

[0020] In step S1, after the pile head and concrete cushion construction are completed, the pile head steel bars 5 are bent and scattered, and the pile head steel bars 5 are straightened one by one by using a straightening machine. Then, the bulk positioning and binding of the steel mesh of the foundation of the cap is carried out, and the outline of the cap template is laid out to complete the pretreatment of the foundation pit of the cap.

[0021] In step S2, the three-dimensional information data of the on-site pier position is measured by three-dimensional scanning, and the pile head reinforcement model and the foundation bottom reinforcement model are reconstructed in the BIM software. The reinforcement collision check and the optimization arrangement of the foundation bottom reinforcement are carried out based on the BIM software, and the construction drawing of the unequal distribution of the reinforcement of the foundation bottom reinforcement mesh is output.

[0022] Specifically, the three-dimensional information data of the on-site pier position includes the spatial posture of the pile head steel bars, the height and surface morphology of the pile head concrete, the plane of the pedestal concrete cushion layer, the edge position of the pedestal template, etc.

[0023] Use 3D scanning technology to carry out 3D information scanning and measurement of the pile head steel bar 5 and the cap concrete cushion 1 to obtain the 3D information data of the on-site pier position. According to the 3D information data of the on-site pier position, complete the reconstruction of the pile head steel bar model in the image software, calibrate the origin of the 3D information coordinates, and export the 3D coordinates TXT document of the top and bottom points of the pile head steel bar and the four corners of the concrete cushion. Then establish the cap bottom steel bar model, import the 3D coordinate TXT document into the BIM software, build a logic tree in the software development interface, automatically generate the pile head steel bar 3D model, and complete the coincidence of the origin of the pile head steel bar and the cap bottom steel bar, such as Figure 4 As shown. Then optimize the arrangement of the bottom layer of the cap. The optimization of the bottom layer of the cap should take into account the steel bar collision avoidance and the minimum spacing requirements of the steel bars. Specifically: Use BIM software to carry out the collision check between the pile head steel bars and the cap steel bars, mark the steel bar collision point and collision depth, and then move the bottom layer of the cap where the collision occurs. After the movement is completed, continue to carry out the collision check, calculate the depth, move the steel bars, and repeat the above process until there are no collision steel bars. After the optimization of the bottom layer of the cap is completed, output the construction drawing of the unequally spaced distribution of the steel bars of the bottom layer of the cap steel mesh 3.

[0024] In step S3, according to the unequally spaced steel bar distribution construction drawing of the steel bar mesh 3 of the bottom layer of the cap obtained in step S2, the cap steel bar parts are manufactured; Figure 5 , step S3 specifically includes the following steps: S31, making the steel mesh 3 of the bottom layer of the foundation; Based on the construction drawing of the uneven distribution of steel bars, positioning and setting out are carried out in the steel bar prefabrication yard, and the steel mesh 3 of the bottom layer of the foundation is arranged and made. The steel mesh 3 of the bottom layer of the foundation is provided with multiple layers, which are arranged and made in order from bottom to top, and the layer height is fixed by welding the frame bars between the two adjacent layers of steel mesh. The intersection of the vertical and horizontal bars of each layer of steel mesh is fixed by plum blossom spot welding to increase the rigidity of the parts; Figure 5 (a) and (b) in the figure.

[0025] Furthermore, in the interference area with the pile head steel bars 5, the longitudinal bars of the two adjacent layers of the bottom steel mesh 3 are in the same vertical plane.

[0026] S32, arranging the vertical reinforcement and diagonal bracing based on the steel mesh 3 at the bottom of the cap, and then positioning and installing the steel mesh 6 at the top of the cap; Figure 5 As shown in Figures (c) and (d), a manhole is reserved in the steel mesh 6 on the top surface of the pedestal.

[0027] S33, arranging the reserved stirrups 9 for the pier body and the round steel bars 11 for the pile head; Figure 5 As shown in Figure (e); Furthermore, the diameter of the pile head round steel bar 11 is larger than the diameter of the circle formed by the pile head steel bars 5, so that when the foundation steel bar component is hoisted and lowered, the pile head round steel bar 11 can be sleeved on the outer periphery of the corresponding pile head steel bar 5.

[0028] S34, positioning and installing the surrounding steel mesh 4, such as Figure 5 As shown in Figure (f).

[0029] In step S4, after the foundation steel bar components are manufactured, they are transported to the vicinity of the pier position, and a crane is used to lift the steel bar components at multiple points to just above the pier position, and they pass through the guide frame and the pile head steel bar 5 in turn, and finally fall on the foundation steel bar mesh 2 of the foundation.

[0030] Step S5 is the final casting of the segment, which specifically includes the following steps: S51. Fine-tune the steel bar components of the cap to ensure that the position and protective layer thickness meet the requirements; S52, enter the interior of the cap steel bar component, coil the pile head steel bar, and install cooling water pipes and horizontal interlaced bars 8 from the side of the cap steel bar component; S53, install and fix the cap casting formwork, loosely tie the reserved longitudinal reinforcement 7 and stirrups 9 of the pier body, and lay out the vertical hook reinforcement 10 and the embedded parts of the cap beam support; S54. Pour the foundation concrete and carry out maintenance.

[0031] Although the embodiments of the present invention have been disclosed as above, they are not limited to the applications listed in the specification and the implementation modes, and they can be fully applied to various fields suitable for the present invention. For those familiar with the art, additional modifications can be easily implemented. Therefore, without departing from the general concept defined by the claims and the scope of equivalents, the present invention is not limited to the specific details and the illustrations shown and described herein.

Claims

1. A method for integrally installing a cap steel bar component, characterized in that: The following steps are involved: S1. Straighten the pile head steel bars and tie the foundation steel mesh on the cap concrete cushion layer; S2. Perform three-dimensional scanning measurement on the pile head steel bars and the cap concrete cushion layer. The cap bottom steel bar model is established based on the measurement results. The cap bottom steel bar model is optimized and arranged to obtain the unequally spaced steel bar distribution construction drawing of the cap bottom steel bar mesh; S3. According to the construction drawing of the unequally spaced distribution of the steel bars of the bottom steel mesh of the cap, the steel bar parts of the cap are manufactured; S4. The cap steel bar parts are hoisted and lowered to the cap foundation steel bar net; S5. Install the casting formwork, and tie the reserved longitudinal reinforcement and stirrups of the pier body; finally, cast the foundation concrete and maintain it.

2. The method for integrally installing the cap steel bar components according to claim 1, characterized in that: In step S2, the three-dimensional information data of the on-site pier position is measured by three-dimensional scanning, and the pile head reinforcement model and the foundation bottom reinforcement model are reconstructed in the BIM software. The reinforcement collision check and the optimization arrangement of the foundation bottom reinforcement are carried out based on the BIM software, and the construction drawing of the unequal distribution of the reinforcement of the foundation bottom reinforcement mesh is output.

3. The method for integrally installing the cap steel bar components according to claim 3, characterized in that: The three-dimensional information data of the on-site pier position includes the spatial posture of the pile head steel bars, the height and surface morphology of the pile head concrete, the plane of the pedestal concrete cushion layer, the edge position of the pedestal template, etc.

4. The method for integrally installing the cap steel bar components according to claim 1, characterized in that: Step S3 specifically includes the following steps: S31, making the steel mesh of the bottom layer of the foundation; S32, arranging the vertical reinforcement and diagonal bracing based on the steel mesh at the bottom of the cap, and then positioning and installing the steel mesh at the top of the cap; S33, arrange the reserved stirrups for the pier body and the round steel bars for the pile head; S34. Position and install the steel mesh around the perimeter.

5. The method for integrally installing the cap steel bar components according to claim 4, characterized in that: In step S31, the bottom layer of the foundation is provided with multiple layers of steel mesh, which are arranged and manufactured in sequence from bottom to top, and the layer height is fixed by welding between two adjacent layers of steel mesh with supporting bars.

6. The method for integrally installing the cap steel bar components according to claim 5, characterized in that: In the interference area with the pile head reinforcement, the longitudinal reinforcements or transverse reinforcements of the two adjacent layers of the bottom reinforcement mesh are in the same vertical plane.

7. The method for integrally installing the cap reinforcement components according to claim 4, characterized in that: The diameter of the pile head round steel bar is larger than the diameter of the circle formed by the pile head steel bars.

8. The method for integrally installing the cap steel bar components according to claim 4, characterized in that: Step S5 specifically includes the following steps: S51. Fine-tune the steel bar components of the cap to ensure that the position and protective layer thickness meet the requirements; S52, enter the interior of the cap steel bar component, coil the pile head steel bar, and lay out cooling water pipes and horizontal interlaced bars from the side of the cap steel bar component; S53, install and fix the cap casting formwork, loosely tie the reserved longitudinal reinforcement and stirrups of the pier body, and lay out the vertical hooks and embedded parts of the cap beam support; S54. Pour the foundation concrete and carry out maintenance.

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