A pier column structure using segmented prefabricated shell and construction method thereof

Abstract

The present invention discloses a pier column structure using segmented prefabricated shells and a construction method thereof, including a plurality of pier column segments, which are arranged along the height direction of the pier, two adjacent pier column segments are connected by vertical wet joints, and any pier column segment includes a plurality of prefabricated shells, which are arranged along the circumference of the pier and form a cylindrical structure that passes through from top to bottom, and the plurality of prefabricated shells are connected in pairs by circumferential wet joints; core-filled concrete is filled in the interior of the cavity formed by the plurality of prefabricated shells. The present invention combines the prefabrication process with the cast-in-place process to form a new type of construction method of partial prefabrication and partial cast-in-place. Under the condition of ensuring the connection stability of the pier column segments, the prefabricated shell of a single pier column segment is prefabricated in circumferential blocks, which effectively reduces the lifting weight of the prefabricated shell, and is convenient for prefabrication, transportation and hoisting; the vertical and circumferential wet joints of the upper pier column segment and the core-filled concrete of the lower pier column segment are cast at the same time, achieving synchronous equal strength, which can effectively improve the construction efficiency of the pier.

Description

Technical Field

[0001] The present invention relates to the field of bridge foundation structure construction, and more specifically, to a pier column structure using a segment prefabricated shell and a construction method thereof. Background Art

[0002] Concrete bridge piers (towers) are mostly constructed using cast-in-place technology. The main construction methods are flip formwork, climbing formwork and sliding formwork, involving processes such as steel bar binding, formwork installation and removal, concrete pouring and maintenance. There are problems such as large on-site labor, low work efficiency, difficulty in quality control, and high risk of high-altitude operations. With the continuous development of my country's economy, the demand for green and efficient construction is increasing. The aging population problem will inevitably lead to a reduction in on-site labor and an increase in labor costs. Traditional construction technology is facing an urgent need for transformation and upgrading. In order to reduce the number of on-site personnel, reduce operational safety risks, and improve construction quality and work efficiency, some cross-sea bridges and municipal bridges have begun to gradually adopt prefabricated piers. Prefabricated piers are usually constructed by integral prefabrication or segmented prefabrication. There are problems such as large hoisting weight and high equipment and site requirements, which make it difficult to promote and apply on a large scale.

[0003] In order to solve the problem of heavy weight and insufficient applicability of prefabricated bridge piers, the patent document CN207878263U proposes a semi-prefabricated bridge pier segment, which consists of a prefabricated outer shell, a prefabricated inner shell, ribs, annular stirrups and vertical main bars. Temporary pads are set between the segments, connected by wet joints, and the internal core-filled concrete is poured after the joints are strengthened. The structure described in the above patent has the following problems: the wet joints between the segments occupy the key lines, which will reduce the efficiency of on-site construction; the inner and outer prefabricated shells are hoisted as a whole with the steel cage, and the problem of heavy hoisting weight for piers with larger cross-sectional dimensions has not been fundamentally solved; the prefabricated outer shell is directly connected to the core-filled concrete, and the synergistic force performance of the outer shell and the core-filled concrete is unclear.

[0004] Patent document CN110130212A also proposes an assembled reinforced concrete bridge pier and its construction method, which consists of a prefabricated shell composed of a concrete layer and a steel cage, and the core-filled concrete is poured after installation. The structure and construction method described in the above patent have the following problems: only a prefabricated shell is set, which cannot be applied to hollow bridge piers; the prefabricated shell is directly connected to the core-filled concrete, and the interface bonding performance cannot be guaranteed. The core-filled part is not reinforced inside, and under conditions of large horizontal forces such as earthquake loads, the core-filled part is prone to rapid cracking, resulting in insufficient overall structural stress performance; the shell is an integral structure. If a full-height shell is used, there will inevitably be problems such as heavy lifting and easy damage during transportation and installation of the prefabricated shell.

[0005] To solve the above problems, it is necessary to design a pier column structure using segmented prefabricated shells and its construction method, further optimize the existing pier column prefabrication method, and reduce the hoisting weight of the prefabricated piers while ensuring the construction quality and construction efficiency of the prefabricated piers. Summary of the invention

[0006] The purpose of the present invention is to provide a pier column structure using segmented prefabricated shells and a construction method thereof, which combines the prefabrication process with the cast-in-place process to form a new type of construction method that is partially prefabricated and partially cast-in-place. Under the condition of ensuring the connection stability of the pier column segments, the prefabricated shell of a single pier column segment is prefabricated in annular blocks, which effectively reduces the lifting weight of the prefabricated shell and facilitates prefabrication, transportation and lifting. At the same time, the vertical and annular wet joints of the upper pier column segment and the core filling concrete of the lower pier column segment are cast to achieve synchronous equal strength, which can effectively improve the construction efficiency of the bridge piers.

[0007] In order to achieve these purposes and other advantages according to the present invention, a pier column structure using segmented prefabricated shells is provided, comprising a plurality of pier column segments arranged along the height direction of the pier, two adjacent pier column segments being connected by vertical wet joints, and any pier column segment comprising:

[0008] A plurality of prefabricated shells are arranged along the circumference of the pier to form a cylindrical structure that penetrates from top to bottom, and the plurality of prefabricated shells are connected in pairs through annular wet joints; and core-filling concrete is filled in the interior of the cavity formed by the plurality of prefabricated shells.

[0009] Preferably, in the pier column structure using segmented prefabricated shells, any prefabricated shell comprises an outer shell; an inner shell arranged on the inner side of the outer shell; and a plurality of connecting ribs arranged at intervals along the circumferential direction between the outer shell and the inner shell and fixedly connecting the outer shell and the inner shell;

[0010] The multiple outer shells and the multiple inner shells of the multiple prefabricated shells of the same pier column segment are arranged along the circumference of the pier, and the multiple outer shells, the multiple inner shells and the annular wet joints together form an annular cavity, and the core-filling concrete is filled in the annular cavity.

[0011] Preferably, in the pier column structure using segmented prefabricated shells, any connecting rib closes the longitudinal section of the annular cavity, and two adjacent connecting ribs and the annular cavity together form a groove-like structure that penetrates from top to bottom.

[0012] Preferably, in the pier structure using a segmented prefabricated shell, the pier segment also includes a plurality of main reinforcements, which are circumferentially spaced apart in the annular cavity, and any one of the main reinforcements is disposed along the height direction of the annular cavity; and a plurality of annular stirrups, which are spaced apart in the height direction in the annular cavity, and any one of the annular stirrups is disposed along the circumference of the annular cavity.

[0013] Preferably, in the pier structure using segmented prefabricated shells, the prefabricated shells further include two groups of connectors, which are respectively arranged on side walls adjacent to the outer shell and the inner shell, and any group of connectors includes a plurality of connectors, which are distributed at intervals and fixed on corresponding side walls.

[0014] Preferably, in the pier structure using segmented prefabricated shells, a plurality of protrusions are provided at intervals at the bottom of any prefabricated shell, and a plurality of grooves are provided at intervals at the top, which correspond one-to-one to the plurality of protrusions, and any groove matches the shape of the corresponding protrusion, and the depth of the groove is less than the height of the corresponding protrusion.

[0015] The present invention also provides a construction method of a pier column structure using a segmented prefabricated shell, comprising:

[0016] S1. Divide the bridge pier into a plurality of pier column segments from bottom to top along the height direction, prefabricate the prefabricated shell of the same pier column segment in blocks, and install a plurality of annular stirrup segments at intervals along the height direction between the outer shell and the inner shell of the prefabricated shell, with any annular stirrup segment being arranged along the circumference of the outer shell;

[0017] S2, installing a plurality of main reinforcements on the cap along the circumference of the pier, and then sequentially installing a plurality of prefabricated shells of the first pier column segment on the cap along the circumference of the pier, so that the plurality of main reinforcements penetrate into the interior of the plurality of prefabricated shells along the height direction and are distributed between the outer shell and the inner shell at intervals along the circumference;

[0018] S3, pouring the circumferential wet joints between two adjacent prefabricated shells in the first pier column segment using core-filling concrete, so that the plurality of prefabricated shells are connected in pairs to form a cylindrical structure;

[0019] S4, multiple prefabricated shells of the next pier column segment are installed on the top of the multiple prefabricated shells of the previous pier column segment, and the corresponding two prefabricated shells in different pier column segments are connected by the grooves on the top and the protrusions on the bottom;

[0020] S5, using core-filling concrete to continuously pour the annular cavity of the previous pier column segment, the vertical wet joint between two pier column segments, and the annular wet joint of the next pier column segment;

[0021] S6. Repeat the contents of S4-S5 until the installation of prefabricated shells and the pouring of core filling concrete of all pier column segments are completed.

[0022] Preferably, in the construction method of the pier structure using segmented prefabricated shells, in S3 and S5, the method of pouring the annular wet joint includes: installing annular formwork on both sides of the annular wet joint between two adjacent prefabricated shells, so that the outer shells and inner shells of multiple prefabricated shells of the same pier segment are respectively connected in pairs to form an annular cavity, and two connecting ribs located at the connection of the two prefabricated shells and the annular cavity together form a groove structure, and then pouring core filling concrete into the groove structure and performing equal strength treatment.

[0023] Preferably, in the construction method of the pier column structure using the segment prefabricated shell, in S5, the method of continuously pouring the annular cavity of the previous pier column segment, the vertical wet joint between two pier column segments, and the annular wet joint of the next pier column segment comprises:

[0024] S51, installing annular formwork on both sides of the annular wet joint of the next pier column segment;

[0025] S52, installing vertical formwork on both sides of the vertical wet joint between the two pier column segments, so that the annular cavities of the two pier column segments are connected to form a continuous casting space;

[0026] S53, pouring core-filling concrete into the uncast space in the annular cavity of the upper pier column segment, the casting space between the two vertical formworks and the groove structure of the next pier column segment from bottom to top, and performing equal strength treatment on the whole.

[0027] Preferably, in the construction method of the pier column structure using segmented prefabricated shells, the annular formwork is installed between the outer side walls of the two outer shells and between the inner side walls of the two inner shells respectively;

[0028] Before pouring, closing nets are respectively arranged between the inner walls of the two outer shells and between the outer walls of the two inner shells, so as to divide the trough-like structure into three layers of pouring cavities from the inside to the outside; during pouring, ultra-high performance concrete is poured into the pouring cavity between the closing nets and the adjacent annular formwork, and ordinary concrete is poured into the pouring cavity between the two closing nets.

[0029] The present invention has at least the following beneficial effects:

[0030] 1. The present invention divides the pier column structure into sections along the height direction, and adopts a combination of prefabrication technology and cast-in-place technology for construction, forming a new type of construction method of partial prefabrication and partial cast-in-place. The prefabricated shell plays a role of supporting the main body and serves as a casting template for the pier column segment, which is convenient for rapid positioning and installation of the pier column segment, and can form a stable overall structure with the core-filled concrete after the construction is completed; the prefabricated shell is prefabricated in circumferential blocks and connected by circumferential wet joints, which effectively reduces the lifting weight of the prefabricated shell for a single installation while ensuring the internal connection stability of the pier column segment, reducing equipment investment and transportation costs, and can be applied to bridge piers with larger cross-sectional sizes;

[0031] 2. The prefabricated shell of the present invention is provided with a convex block at the bottom and a concave groove at the top, which can realize the rapid matching and positioning between the segments, and through the size matching of the convex block and the concave groove during connection, a certain pouring space is reserved for the vertical wet joint, which can ensure the connection quality and durability of the vertical wet joint, and further ensure the connection strength and connection stability between the pier column segments;

[0032] 3. The inner and outer shells of the prefabricated shell of the present invention are connected as a whole by connecting ribs, which effectively reduces the span of the prefabricated shell under the lateral pressure of concrete, and can avoid cracking and large deformation of the prefabricated shell. In addition, the adjacent side walls of the inner and outer shells are provided with connecting pieces, which can enhance the bonding performance of the prefabricated shell and the core-filled concrete, and improve the overall stress performance and construction quality of the bridge pier.

[0033] 4. The present invention adopts a method of simultaneously pouring the vertical wet joints and circumferential wet joints of the pier column segments located above and the core filling concrete of the pier column segments located below. Under the condition of ensuring the connection stability of the pier column segments, the synchronous equal strength of the concrete in different pier column segments can be achieved, which effectively improves the construction efficiency of the pier column segments. At the same time, circumferential stirrups are prefabricated in advance inside the prefabricated shell, which reduces the amount of steel bar binding on site and further improves the construction efficiency.

[0034] 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

[0035] Figure 1 It is a schematic diagram of a pier column structure using a segmented prefabricated shell according to an embodiment of the present invention;

[0036] Figure 2 A schematic diagram of the construction structure of S1 in a construction method of a pier column structure using a segmented prefabricated shell according to an embodiment of the present invention;

[0037] Figure 3 Schematic diagram of the construction structure of S2 in the above embodiment;

[0038] Figure 4 It is a schematic elevation diagram of the construction structure of S3 in the above embodiment;

[0039] Figure 5 It is a schematic plan view of the construction structure of S3 in the above embodiment;

[0040] Figure 6 Schematic diagram of the construction structure of S4 in the above embodiment;

[0041] Figure 7 Schematic diagram of the construction structure of S5 in the above embodiment;

[0042] Figure 8 It is a schematic diagram of the construction structure of S6 in the above embodiment.

[0043] Description of reference numerals:

[0044] 11. Previous pier column segment; 12. Next pier column segment; 2. Circumferential wet joint; 21. Circumferential formwork; 3. Vertical wet joint; 4. Precast shell; 41. Outer shell; 42. Inner shell; 43. Connecting ribs; 44. Bump; 45. Groove; 46. Connector; 5. Core-filled concrete; 51. Ultra-high performance concrete; 52. Ordinary concrete; 6. Main reinforcement; 7. Circumferential stirrups; 8. Cap; 9. Closing mesh. DETAILED DESCRIPTION

[0045] 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.

[0046] 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.

[0047] like Figure 1-8 As shown, the present invention provides a pier column structure using segment prefabricated shells, including a plurality of pier column segments, which are arranged along the height direction of the pier, and two adjacent pier column segments are connected by a vertical wet joint 3, and any pier column segment includes:

[0048] A plurality of prefabricated shells 4 are arranged along the circumference of the pier to form a cylindrical structure that penetrates from top to bottom. The plurality of prefabricated shells 4 are connected in pairs through annular wet joints 2; core-filling concrete 5 is filled in the interior of the cavity formed by the plurality of prefabricated shells 4.

[0049] In the above technical solution, the pier column structure using segmented prefabricated shells is arranged in segments along the height direction. Any pier column segment includes a prefabricated shell 4 and a core-filling concrete 5 filled inside the prefabricated shell 4. The prefabricated shells are arranged in annular blocks to reduce the installation and lifting weight of a single prefabricated shell, reduce equipment investment and transportation costs, and two adjacent prefabricated shells 4 are connected by annular wet joints 2, and two adjacent layers of prefabricated shells 4 (pier column segments) are connected by vertical wet joints 3. Specifically, the interval reserved between two adjacent precast shells 4 is the construction position of the annular wet joint 2, and the thickness of the annular wet joint 2 is equal to that of a single precast shell 4. Multiple annular wet joints 2 in the same pier column segment connect multiple precast shells 4 into an integral cylindrical structure; the interval reserved between two adjacent pier column segments is the construction position of the vertical wet joint 3, and the thickness of the vertical wet joint 3 is equal to that of a single pier column segment. Multiple vertical wet joints 3 in the same pier connect multiple pier column segments into an integral structure. The precast shell 4 can be precast with conventional concrete or other types of materials such as ultra-high performance concrete. The specific type and parameters of the core-filling concrete can be selected according to the design requirements of the pier (generally ordinary concrete is used), and the wet joints (annular wet joints and vertical wet joints) can be cast with early-strength concrete, ultra-high performance concrete and other materials. When the pier column segments are constructed in layers from bottom to top, the core-filling concrete 5 of the upper pier column segment 11 can be cast in situ and made equal in strength with the circumferential wet joint 2 of the lower pier column segment 12 and the vertical wet joint 3 between the two pier column segments simultaneously, so as to avoid the equal strength of wet joints at different positions occupying the key lines. The above-mentioned concrete synchronous pouring structure is continuously distributed in the vertical direction, and the integrated connection of different structures in different pier column segments is realized during the synchronous pouring. The reliability and stability of the connection of the pier column segments are further guaranteed after the equal strength. At the same time, the construction efficiency of the core-filling concrete pouring after the installation of the prefabricated shell is effectively improved, and it can be better applied to bridge piers with larger cross-sectional sizes. This structure can also be applied to the construction of tower column structures, and has a wide range of applications.

[0050] In this embodiment, if Figure 1As shown, a pier column segment includes two prefabricated shells 4, the inner concave surfaces of the two prefabricated shells 4 are arranged opposite to each other, and joints (i.e., the construction positions of the circumferential wet joints) are respectively left on the adjacent sides of the two prefabricated shells 4. The shape of a single prefabricated shell is determined by the cross-sectional shape of the pier. The cross-sectional shape of the entire pier column segment is not limited to square, but can be circular or other shapes. The number of blocks for the prefabricated shell can be determined according to the actual size of the pier and construction requirements. For piers with smaller cross-sectional dimensions, the prefabricated shells can also be prefabricated in layers as a whole, that is, one pier column segment corresponds to one prefabricated shell, and the prefabricated shell itself is arranged along the circumference of the pier to form a cylindrical structure to be filled inside; for piers with larger cross-sectional dimensions, the prefabricated shell can also be further divided into multiple blocks to control the single installation and lifting weight of the prefabricated shell within the range supported by the equipment.

[0051] In another technical solution, the pier structure using segmented prefabricated shells, any prefabricated shell 4 includes an outer shell 41; an inner shell 42, which is arranged on the inner side of the outer shell 41; a plurality of connecting ribs 43, which are arranged at intervals along the circumferential direction between the outer shell 41 and the inner shell 42 and fixedly connect the outer shell 41 and the inner shell 42;

[0052] The multiple outer shells 41 and the multiple inner shells 42 of the multiple prefabricated shells 4 of the same pier column segment are arranged at intervals along the circumference of the pier. The multiple outer shells 41, the multiple inner shells 42 and the annular wet joints 2 together form an annular cavity, and the core-filling concrete 5 is filled in the annular cavity.

[0053] In the above technical solution, multiple prefabricated shells 4 are distributed at intervals along the circumference of the pier, and the position of the joint is reserved between two adjacent prefabricated shells 4, which is convenient for the subsequent construction of the circumferential wet joint. The inner shell 42 and the outer shell 41 of the prefabricated shell 4 are connected to form a whole by connecting ribs 43, which can effectively reduce the circumferential span of a single prefabricated shell and avoid the shell from cracking and excessive deformation under the side pressure of concrete. After the construction of the circumferential wet joint 2 is completed, multiple prefabricated shells 4 are connected in pairs to form a cylindrical structure. Since the circumferential wet joint 2 arranged at intervals in the annular cavity has been cast, a discontinuous filling groove (the unfilled part in the annular cavity) is formed between the inner shell 42 and the outer shell 41 of the prefabricated shell, and the core-filling concrete 5 is filled in the filling groove, that is, the overall construction of a single (single-layer) pier column segment is completed. The pier column segment is a hollow pier column structure with a certain wall thickness. The wall thickness of the pier column segment is the spacing between the outer shell 41 and the inner shell 42 of the prefabricated shell. Correspondingly, the thickness of the circumferential wet joint 2 is the same as the wall thickness of the pier segment to ensure the connection reliability between different prefabricated shells and the overall stability of the pier segment. The multiple outer shells 41 of the multiple prefabricated shells are arranged at intervals along the circumference of the pier, and the inner shells 42 of the multiple prefabricated shells are also arranged at intervals along the circumference of the pier. Since the circumferential wet joint 2 has a certain thickness, the circumferential wet joint 2 between two adjacent prefabricated shells can simultaneously connect their two outer shells 41 and two inner shells 42, thereby connecting the prefabricated shells 4 arranged at intervals to form blocks that are continuously arranged along the circumference of the pier, and the forces at each position of the blocks are balanced and the connection is stable. The prefabricated shells, core-filled concrete and circumferential wet joints are all concrete structures. After the construction of a single pier segment is completed, the above-mentioned different prefabricated / cast-in-place structures can be effectively and reliably connected as a whole to ensure the overall force stability of the pier.

[0054] In another technical solution, in the pier column structure using segmented prefabricated shells, any connecting rib 43 closes the longitudinal section of the annular cavity, and two adjacent connecting ribs 43 and the annular cavity together form a groove-like structure that runs through from top to bottom. Specifically, in this embodiment, the connecting ribs 43 are arranged along the vertical direction (the height direction of the pier) and are at the same height as the outer shell 41 and the inner shell 42, so that a plurality of connecting ribs 43 can separate the (incomplete) annular cavity formed between the outer shell 41 and the inner shell 42 of the corresponding prefabricated shell into a plurality of relatively independent spaces along the circumferential direction. On the one hand, the arrangement of the connecting ribs strengthens the connection strength between the outer shell and the inner shell, and ensures the overall stability of the prefabricated shell during construction; on the other hand, when constructing multiple prefabricated shells in the same pier column segment, two adjacent prefabricated shells are arranged at intervals, leaving a construction space for the annular wet joint 2 therebetween, and the inner and outer sides of the annular wet joint can be installed on the inner shell 42 , the wet joint template on the outer shell 41 is closed. At this time, the two sides (left and right sides) of the annular wet joint are naturally closed under the action of the two adjacent connecting ribs 43 at the connection of the two prefabricated shells, that is, the two connecting ribs 43 at the connection of the two prefabricated shells 4, the inner shell 42, the outer shell 41 and the wet joint template together form a lateral closed groove structure, and the construction of the annular wet joint 2 can be completed by pouring core-filling concrete 5 into the groove structure. The above-mentioned two connecting ribs 43 act as templates when the prefabricated shells 4 are connected, and there is no need to install additional wet joint templates inside the annular cavity, which facilitates the rapid and accurate completion of the annular wet joint construction and connects multiple prefabricated shells as a whole.

[0055] In another technical solution, the pier column structure using segmented prefabricated shells, the pier column segment also includes a plurality of main bars 6, which are arranged in the annular cavity at intervals along the circumferential direction, and any main bar 6 is arranged along the height direction of the annular cavity; a plurality of annular stirrups 7, which are arranged in the annular cavity at intervals along the height direction, and any annular stirrup 7 is arranged along the circumferential direction of the annular cavity. In order to ensure the overall strength and stability of the pier column structure, main bars 6 and annular stirrups 7 are also arranged in the prefabricated shell 4, wherein the length (height) of the main bars 6 matches the height of the overall bridge pier, and the main bars 6 are vertically passed through the annular cavity between the inner shell 42 and the outer shell 41 of the prefabricated shell for installation, and the annular stirrups 7 can be prefabricated in advance inside the annular cavity, and the main bars and annular stirrups should be staggered in space during installation to avoid interference, and during the core filling concrete construction (filling), the main bars 6 and the annular stirrups are connected to the casting part as a whole, and the steel cage structure of the overall bridge pier is naturally formed after the casting is completed. During the construction of multi-layer pier column segments, it is only necessary to set the main reinforcement once, and the subsequent pier column segments can be stacked and constructed in sequence along the height direction of the main reinforcement 6. Since the annular cavity of the prefabricated shell 4 is a vertical through structure, the main reinforcement 6 can be easily penetrated and installed. The position of the main reinforcement can also perform preliminary positioning and limiting on the installation of the prefabricated shells in different pier column segments, further improving the construction efficiency and quality. When multiple prefabricated shells 4 are arranged in the same pier column segment, in order to facilitate the prefabrication and installation of the prefabricated shells, the annular stirrups 7 at the same height position can be divided into multiple annular stirrup segments, and any annular stirrup 7 segment is arranged along the circumference of the corresponding prefabricated shell 4 and fixed thereto, and the two ends of the annular stirrup segment respectively pass through the interior of the prefabricated shell 4 in the horizontal direction and extend along the annular direction to the adjacent prefabricated shell 4. Therefore, when the initial positioning and installation of multiple prefabricated shells are completed, the multiple annular stirrup segments at the same height position form a continuous and complete annular stirrup structure in space. After the annular wet joint construction is completed, the multiple annular stirrup segments are naturally connected as one, which reduces the amount of steel bar binding while ensuring the construction quality, and further improves the construction efficiency through prefabrication and assembly in advance.

[0056] In another technical solution, the pier column structure using segmented prefabricated shells, the prefabricated shell 4 also includes two groups of connectors 46, which are respectively arranged on the side walls adjacent to the outer shell 41 and the inner shell 42, and any group of connectors 46 includes a plurality of connectors 46, which are distributed at intervals and fixed on the corresponding side walls. Specifically, the connectors 46 can be constructed by key teeth or embedded steel bars, etc., and are prefabricated on the side walls of the inner shell 42 and the outer shell 41 in advance when the prefabricated shell 4 is manufactured. The same group of connectors 46 are evenly distributed on the side walls of the corresponding inner shell 42 / outer shell 41, so that when the core-filling concrete 5 is poured into the annular cavity, the bonding force between the prefabricated shell and the core-filling concrete can be enhanced to ensure that the two are subjected to coordinated force.

[0057] In another technical solution, in the pier structure using segmented prefabricated shells, a plurality of protrusions 44 are provided at intervals at the bottom of any prefabricated shell 4, and a plurality of grooves 45 are provided at intervals at the top, which correspond one-to-one to the plurality of protrusions 44, and any groove 45 matches the shape of the corresponding protrusion 44, and the depth of the groove 45 is less than the height of the corresponding protrusion 44. In the above technical solution, the bottom and top of the prefabricated shell 4 are respectively provided with a protrusion 44 and a groove 45 for quick matching, and the height of the protrusion 44 is greater than the depth of the groove. When adjacent pier column segments are docked, the later installed pier column segment is installed on the top of the previous pier column segment 11, and the multiple prefabricated shells of the next pier column segment 12 correspond one to one with the multiple prefabricated shells of the previous pier column segment 11. The corresponding two prefabricated shells are quickly positioned and matched and connected through the protrusion 44 located at the bottom of the upper prefabricated shell and the groove 45 located at the top of the lower prefabricated shell. Due to the height difference between the protrusion and the groove, the two prefabricated shells automatically form a certain height difference at the connection after positioning, that is, a construction space for the vertical wet joint 3 for connecting the two pier column segments is formed. In actual construction, after all the prefabricated shells of the two pier column segments are installed, a continuous wet joint template can be set at the intersection of the pier column segments (the inner and outer sides of the mutually matched protrusions 44 and grooves 45), the construction space between the corresponding two prefabricated shells 4 is closed, and the space is connected to both the upper and lower annular cavities, and then the core filling concrete 5 is poured downward through the upper annular cavity, so as to realize the synchronous pouring of the main structure of the upper pier column segment 11, the vertical wet joint 3 of the adjacent pier column structure and the circumferential wet joint 2 of the next pier column segment 12. The matching structure of the protrusion 44 and the groove 45 provides a construction space for the pouring of the vertical wet joint, which is convenient for accurate positioning and rapid installation of the wet joint template, ensuring the connection quality and durability of the vertical wet joint, and further ensuring the connection strength and connection stability between the pier column segments.

[0058] The present invention also provides a construction method of a pier column structure using a segmented prefabricated shell, comprising:

[0059] S1. Divide the bridge pier into a plurality of pier column segments from bottom to top along the height direction, prefabricate the prefabricated shell 4 of the same pier column segment in blocks, and install a plurality of annular stirrup segments at intervals along the height direction between the outer shell 41 and the inner shell 42 of the prefabricated shell, and any annular stirrup segment is arranged along the circumference of the outer shell 41;

[0060] S2. Install a plurality of main reinforcements 6 on the cap 8 along the circumference of the pier, and then sequentially install a plurality of prefabricated shells 4 of the first pier column segment on the cap 8 along the circumference of the pier, so that the plurality of main reinforcements 6 penetrate into the interior of the plurality of prefabricated shells 4 along the height direction and are distributed between the outer shell 41 and the inner shell 42 at intervals along the circumference;

[0061] S3, using core-filling concrete 5 to cast the circumferential wet joint 2 between two adjacent prefabricated shells 4 in the first pier column segment, so that the plurality of prefabricated shells 4 are connected in pairs to form a cylindrical structure;

[0062] S4, multiple prefabricated shells 4 of the next pier column segment 12 are correspondingly installed on the top of multiple prefabricated shells 4 of the previous pier column segment 11, and the corresponding two prefabricated shells 4 in different pier column segments are connected through the groove 45 on the top and the protrusion 44 on the bottom;

[0063] S5, using core-filling concrete 5 to continuously cast the annular cavity of the previous pier column segment 11, the vertical wet joint 3 between two pier column segments, and the annular wet joint 2 of the next pier column segment 12;

[0064] S6. Repeat the contents of S4-S5 until the installation of the prefabricated shells 4 and the pouring of the core-filling concrete 5 of all pier column segments are completed.

[0065] In this embodiment, the main structure of the pier is divided into two pier column segments, and any pier column segment includes two prefabricated shells 4. Any prefabricated shell 4 is a square groove structure including three sides. The concave surfaces of the two prefabricated shells 4 are arranged opposite to each other, and after the circumferential wet joints 2 are connected, a cylindrical structure is formed as a whole. The side walls of the cylindrical structure are continuously arranged along the circumference of the pier. Specifically, in S1, two layers of annular stirrups (inner layer and outer layer) are arranged at the same height position of the annular cavity, which are arranged at intervals in the horizontal direction. The inner layer of annular stirrups is located on the inner side of the outer layer of annular stirrups as a whole. According to the number of prefabricated shells 4 in the same pier column segment, the same annular stirrup 7 is divided into a plurality of annular stirrup segments, which are correspondingly installed inside the prefabricated shell 4 and fixed thereto. In S2, before the prefabricated shell is installed in blocks, the main reinforcement 6 of the two pier column segments is tied on the pedestal 8 at one time to improve the efficiency of the reinforcement engineering, and the prefabricated shell 4 is lowered so that the main reinforcement 6 is inserted into the annular cavity in the prefabricated shell 4. The main reinforcement 6 and the annular stirrups 7 are staggered in the horizontal direction to avoid interference between the main reinforcement 6 and the prefabricated shell 4 during the lowering process. In this embodiment, the main reinforcement 6 can be inserted between the two layers of annular stirrups 7 in the prefabricated shell 4. In S3, after the preliminary positioning and installation of all the prefabricated shells 4 in the same pier column segment are completed, the annular wet joints 2 between the prefabricated shells 4 are poured until the prefabricated shells are connected in pairs to form a complete cylindrical structure. In S4-S5, the prefabricated shell of the next pier column segment 12 is installed first, and then the annular cavity of the previous pier column segment 11, the vertical wet joint 3 between the two pier column segments, and the circumferential wet joint 2 of the next pier column segment 12 are cast synchronously and continuously, so that the main structure of the previous pier column segment 11, the vertical wet joint 3 between the two pier column segments, and the circumferential wet joint 2 of the next pier column segment 12 are formed into one piece. On the one hand, the construction efficiency is improved, and on the other hand, it is convenient to perform equal strength treatment on the main body and the connection structure of the two pier column segments. Since only two pier column segments are provided in this embodiment, in S6, the core filling concrete 5 of the next pier column segment 12 can be directly cast, that is, the construction of the overall pier is completed.

[0066] In the actual application of the construction method of the pier column structure using the segmented prefabricated shell, the main structure of the pier can also be divided into more pier column segments according to the actual construction situation, and the subsequent pier column segments are repeatedly constructed according to the above steps S4-S5. In S6, after the prefabricated shell 4 of the final pier column segment is installed and the annular wet joint 2 is cast, the core-filling concrete of the multiple prefabricated shells of the final pier column segment is separately carried out (that is, the part of the annular cavity of the final pier column segment that does not belong to the annular wet joint is filled). Alternatively, the two pier column segments can be taken as a whole, and after the prefabricated shells and wet joints of the two pier column segments are constructed using the methods in S4-S5, the core-filling concrete of the main structure of the pier column segment located above is directly carried out in S6, so that the overall construction of the two pier column segments is completed, and then the overall pier column segment is used as a basis, and the contents of S2-S6 are repeated to carry out the construction of the next overall pier column segment.

[0067] In another technical solution, the construction method of the pier column structure using the segmented prefabricated shell, in S3 and S5, the method of pouring the annular wet joint 2 includes: installing annular templates 21 on both sides of the annular wet joint 2 between two adjacent prefabricated shells 4, so that the outer shells 41 and inner shells 42 of multiple prefabricated shells 4 of the same pier column segment are respectively connected in pairs to form an annular cavity, and the two connecting ribs 43 located at the connection of the two prefabricated shells 4 and the annular cavity together form a groove structure, and then pouring the core filling concrete 5 into the groove structure and performing equal strength treatment. Therefore, when pouring the annular wet joint 2, the original connecting rib 43 structure of the prefabricated shell 4 is used as a part of the pouring template, and the positioning and construction of the annular wet joint 2 can be quickly realized in cooperation with the annular template 21. Among them, after the annular formwork 21 is respectively installed on the outer shell 41 and the inner shell 42 of the prefabricated shell 4, the two annular formworks 21 can be further fixed and connected by tension bolts or other connecting mechanisms to ensure the overall stability of the annular wet joint formwork and improve the construction quality of the annular wet joint.

[0068] In another technical solution, the construction method of the pier column structure using the segment prefabricated shell, in S5, the method of continuously pouring the annular cavity of the previous pier column segment 11, the vertical wet joint 3 between the two pier column segments and the annular wet joint 2 of the next pier column segment 12 includes:

[0069] S51, installing annular formwork 21 on both sides of the annular wet joint 2 of the next pier column segment 12;

[0070] S52, installing vertical formwork on both sides of the vertical wet joint 3 between the two pier column segments, so that the annular cavities of the two pier column segments are connected and form a continuous casting space;

[0071] S53, pouring core-filling concrete 5 into the uncast space in the annular cavity of the upper pier column segment 11, the casting space between the two vertical templates and the groove structure of the next pier column segment 12 from bottom to top, and performing equal strength treatment on the whole.

[0072] In the above technical scheme, an annular continuous casting space that is interconnected is formed between the two pier column segments by respectively setting the annular formwork 21 and the vertical formwork. At this time, the core-filling concrete 5 is continuously poured downward from the top of the overall construction area through the annular cavity of the next pier column segment 12. Due to the structural limitation of the continuous casting space itself, the annular cavity of the previous pier column segment 11, the vertical wet joint 3 between the two pier column segments and the annular wet joint 2 of the next pier column segment 12 can be integrally formed, without the need to wait for the core-filling concrete in different casting spaces to solidify and reach equal strength. In addition, the installation of the annular formwork 21 and the vertical formwork in S51 and S52 can be carried out simultaneously, which greatly improves the construction efficiency of the overall pier.

[0073] In another technical solution, in the construction method of the pier column structure using segmented prefabricated shells, the annular formwork 21 is respectively installed between the outer side walls of the two outer shells 41 and between the inner side walls of the two inner shells 42;

[0074] Before pouring, a closing net 9 is respectively arranged between the inner side walls of the two outer shells 41 and between the outer side walls of the two inner shells 42, so as to divide the trough-like structure into three layers of pouring cavities from the inside to the outside; during pouring, ultra-high performance concrete 51 is poured into the pouring cavity between the closing net 9 and the adjacent annular formwork 21, and ordinary concrete 52 is poured into the pouring cavity between the two closing nets 9. In order to improve the annular connection performance between prefabricated shells, in the above technical scheme, the pouring space of the annular wet joint 2 is layered, ultra-high performance concrete 51 is cast in the two layers of pouring cavities located on the outside (the part overlapping with the wall thickness range of the outer shell 41 and the inner shell 42), and ordinary concrete 52 is poured in the pouring cavity located on the inside, and a closing net 9 is arranged between the two types of concrete, which can avoid mixing of materials and increase the bonding strength between the interfaces. At the same time, the outer shell 41 and the inner shell 42 of the prefabricated shell 4 are also prefabricated with ultra-high performance concrete, so that the concrete performance in the casting cavity that coincides with the wall thickness range is consistent, and can form an overall structure with balanced force after the annular wet joint is cast.

[0075] 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 pier column structure using segmented prefabricated shells, characterized in that: It includes a plurality of pier column segments, which are arranged along the height direction of the pier, and two adjacent pier column segments are connected by vertical wet joints. Any pier column segment includes: A plurality of prefabricated shells are arranged along the circumference of the pier to form a cylindrical structure that is connected from top to bottom. The plurality of prefabricated shells are connected in pairs through annular wet joints. A plurality of protrusions are arranged at intervals at the bottom of any prefabricated shell, and a plurality of grooves are arranged at intervals at the top, which correspond to the plurality of protrusions one by one. The shape of any groove matches the shape of the corresponding protrusion, and the depth of the groove is less than the height of the corresponding protrusion. Core-filling concrete is filled in the cavity formed by the plurality of prefabricated shells. Among them, the vertical wet joint is equal to the thickness of a single pier column segment. When the pier column segments are constructed in layers from bottom to top, the core filling concrete of the upper pier column segment and the circumferential wet joint of the next pier column segment and the vertical wet joint between the two pier column segments are cast in place simultaneously and have equal strength.

2. The pier column structure using segmented prefabricated shells according to claim 1, characterized in that: Any prefabricated shell includes an outer shell; an inner shell arranged inside the outer shell; a plurality of connecting ribs arranged at intervals along the circumferential direction between the outer shell and the inner shell and fixedly connecting the outer shell and the inner shell; The multiple outer shells and the multiple inner shells of the multiple prefabricated shells of the same pier column segment are arranged along the circumference of the pier, and the multiple outer shells, the multiple inner shells and the annular wet joints together form an annular cavity, and the core-filling concrete is filled in the annular cavity.

3. The pier column structure using segmental prefabricated shells according to claim 2, characterized in that: Any connecting rib closes the longitudinal section of the annular cavity, and two adjacent connecting ribs and the annular cavity together form a groove-shaped structure that penetrates from top to bottom.

4. The pier column structure using segmental prefabricated shells according to claim 2, characterized in that: The pier column segment also includes a plurality of main bars, which are arranged in the annular cavity at intervals along the circumferential direction, and any main bar is arranged along the height direction of the annular cavity; a plurality of annular stirrups, which are arranged in the annular cavity at intervals along the height direction, and any annular stirrup is arranged along the circumference of the annular cavity.

5. The pier column structure using segmental prefabricated shells according to claim 2, characterized in that: The prefabricated shell further comprises two groups of connecting members, which are respectively arranged on the side walls adjacent to the outer shell and the inner shell, and any group of connecting members comprises a plurality of connecting members, which are distributed at intervals and fixed on the corresponding side walls.

6. A construction method of a pier column structure using a segmented prefabricated shell, characterized in that: include: S1. Divide the bridge pier into a plurality of pier column segments from bottom to top along the height direction, prefabricate the prefabricated shell of the same pier column segment in blocks, and install a plurality of annular stirrup segments at intervals along the height direction between the outer shell and the inner shell of the prefabricated shell, with any annular stirrup segment being arranged along the circumference of the outer shell; S2, installing a plurality of main reinforcements on the cap along the circumference of the pier, and then sequentially installing a plurality of prefabricated shells of the first pier column segment on the cap along the circumference of the pier, so that the plurality of main reinforcements penetrate into the interior of the plurality of prefabricated shells along the height direction and are distributed between the outer shell and the inner shell at intervals along the circumference; S3, pouring the circumferential wet joints between two adjacent prefabricated shells in the first pier column segment using core-filled concrete, so that the plurality of prefabricated shells are connected in pairs to form a cylindrical structure; S4, multiple prefabricated shells of the next pier column segment are installed on the top of the multiple prefabricated shells of the previous pier column segment, and the corresponding two prefabricated shells in different pier column segments are connected by the grooves on the top and the protrusions on the bottom; S5, using core-filling concrete to continuously pour the annular cavity of the previous pier column segment, the vertical wet joint between two pier column segments, and the annular wet joint of the next pier column segment; S6. Repeat the contents of S4-S5 until the installation of prefabricated shells and the pouring of core filling concrete of all pier column segments are completed.

7. The construction method of the pier column structure using the segmented prefabricated shell according to claim 6, characterized in that: In S3 and S5, the method for pouring the annular wet joint includes: installing annular formwork on both sides of the annular wet joint between two adjacent prefabricated shells, so that the outer shells and inner shells of multiple prefabricated shells of the same pier column segment are connected in pairs to form an annular cavity, and two connecting ribs located at the connection of the two prefabricated shells and the annular cavity together form a groove structure, and then pouring core filling concrete into the groove structure and performing equal strength treatment.

8. The construction method of the pier column structure using the segmented prefabricated shell according to claim 7, characterized in that: In S5, the method of continuously pouring the annular cavity of the previous pier column segment, the vertical wet joint between two pier column segments, and the annular wet joint of the next pier column segment includes: S51, installing annular formwork on both sides of the annular wet joint of the next pier column segment; S52, installing vertical formwork on both sides of the vertical wet joint between the two pier column segments, so that the annular cavities of the two pier column segments are connected to form a continuous casting space; S53, pouring core-filling concrete into the uncast space in the annular cavity of the upper pier column segment, the casting space between the two vertical formworks and the groove structure of the next pier column segment from bottom to top, and performing equal strength treatment on the whole.

9. The construction method of the pier column structure using the segmented prefabricated shell according to claim 7, characterized in that: The annular template is respectively installed between the outer side walls of the two outer shells and between the inner side walls of the two inner shells; Before pouring, closing nets are respectively arranged between the inner walls of the two outer shells and between the outer walls of the two inner shells, so as to divide the trough-like structure into three layers of pouring cavities from the inside to the outside; during pouring, ultra-high performance concrete is poured into the pouring cavity between the closing nets and the adjacent annular formwork, and ordinary concrete is poured into the pouring cavity between the two closing nets.

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