CN110656574B

CN110656574B - Method for manufacturing bridge pier

Info

Publication number: CN110656574B
Application number: CN201810702438.2A
Authority: CN
Inventors: 杜平; 张广海; 张文娜; 黎婉婉; 白鸽
Original assignee: BYD Co Ltd
Current assignee: BYD Co Ltd
Priority date: 2018-06-29
Filing date: 2018-06-29
Publication date: 2022-03-18
Anticipated expiration: 2038-06-29
Also published as: CN110656574A

Abstract

The invention discloses a manufacturing method of a pier, which comprises the following steps: acquiring a pier stud prefabricated part and a capping beam prefabricated part, wherein the pier stud prefabricated part is internally provided with a pier stud prefabricated cavity extending along the axial direction of the pier stud prefabricated part, the capping beam prefabricated part is internally provided with a capping beam prefabricated cavity, and the pier stud prefabricated part is provided with connecting ribs extending upwards; placing the pier stud prefabricated part on a mounting surface; pouring concrete into the pier column prefabricating cavity from the upper end opening of the pier column prefabricating cavity to be cured to form a pier column concrete layer; mounting the cover beam prefabricated part on the upper part of the pier stud prefabricated part and enabling the connecting ribs to extend into the cover beam prefabricated cavity; and concrete is injected into the precast capping beam cavity to be cured to form a capping beam concrete layer connected with the pier stud concrete layer and the connecting ribs. The pier manufacturing method provided by the embodiment of the invention has the advantages that the field construction process is simple, the construction speed and safety are improved, the adverse effect of the traditional full cast-in-place process on the traffic environment is avoided, and the pier column and the capping beam are connected more firmly.

Description

Method for manufacturing bridge pier

Technical Field

The invention relates to the technical field of piers, in particular to a manufacturing method of a pier.

Background

In some related technologies, a pier structure is usually constructed in a cast-in-place manner, a beam support, a template and a binding steel bar need to be erected on a construction site, the required labor amount is large, the construction time is long, concrete pouring is difficult, the danger is high, the efficiency is low, in addition, the noise is large, and the influence on the surrounding environment and road traffic is large.

In other related technologies, the pier structure is installed by assembling solid prefabricated parts, the solid prefabricated parts are heavy, the requirements for machines and tools for transportation and installation are high, the measure cost is increased, the occupied construction operation surface is large during installation, road traffic is affected, and the traffic volume is large.

Disclosure of Invention

The present invention is directed to solving at least one of the problems of the prior art. Therefore, an object of the present invention is to provide a method for manufacturing a pier, which is more efficient in construction.

The method for manufacturing the bridge pier according to the embodiment of the invention comprises the following steps: acquiring a pier stud prefabricated part and a capping beam prefabricated part, wherein the pier stud prefabricated part is internally provided with a pier stud prefabricated cavity extending along the axial direction of the pier stud prefabricated part, the capping beam prefabricated part is internally provided with a capping beam prefabricated cavity, and the pier stud prefabricated part is provided with connecting ribs extending upwards; placing the pier stud prefabricated part on a mounting surface; pouring concrete into the pier column prefabricating cavity from the upper end opening of the pier column prefabricating cavity to be cured to form a pier column concrete layer; mounting the cover beam prefabricated part on the upper part of the pier stud prefabricated part and enabling the connecting ribs to extend into the cover beam prefabricated cavity; and concrete is injected into the precast capping beam cavity to be cured to form a capping beam concrete layer connected with the pier stud concrete layer and the connecting ribs.

The pier manufacturing method provided by the embodiment of the invention has the advantages that the field construction process is simple, the construction speed and safety are improved, the adverse effect of the traditional full cast-in-place process on the traffic environment is avoided, the transportation and hoisting cost is low, and the pier stud and capping beam connection structure is firm and reliable.

In addition, the method for manufacturing a pier according to the above embodiment of the present invention may further have the following additional technical features:

according to the manufacturing method of the pier, the obtained pier stud prefabricated part is manufactured by adopting a centrifugal method or a pouring method; and/or the capping beam preform obtained is manufactured by centrifugation or casting.

According to some embodiments of the invention, the method of manufacturing the pier stud preform comprises the steps of: the method comprises the following steps of obtaining a steel reinforcement cage, an internal mold steel plate, an external steel plate and a positioning mold, wherein the positioning mold comprises a bottom template, an internal protective cylinder arranged on one side of the bottom template and an external protective cylinder arranged on one side of the bottom template and positioned on the outer side of the internal protective cylinder; arranging an inner die steel plate on the inner circumferential surface of the reinforcement cage, and coating an outer wrapping steel plate on one end of the reinforcement cage; connecting one end of the reinforcement cage with the bottom formwork, wherein the outer protecting cylinder is positioned on the outer side of the outer wrapping steel plate, and the inner protecting cylinder is positioned on the inner side of the inner die steel plate; pouring concrete and curing to form a concrete column, wherein the reinforcement cage is buried in the concrete column, the upper part of the reinforcement cage extends out of the concrete column to form the connecting rib, the inner mould steel plate is positioned on the inner side of the concrete column, and the outer packing steel plate is positioned on the outer side of the concrete column; and removing the positioning die to obtain the pier stud prefabricated part.

Furthermore, when the reinforcement cage is connected with the bottom formwork, a plurality of reinforcement heads at one end of the reinforcement cage are respectively arranged in reinforcement holes of the bottom formwork in a penetrating manner, and threaded fasteners are arranged at extending ends of the reinforcement heads for fixing.

In some embodiments of the invention, the method of manufacturing the pier stud preform further comprises the steps of: before concrete is poured, a leakage-proof piece is arranged between the bottom template and the inner mould steel plate.

According to some embodiments of the invention, the method of manufacturing the capping beam preform comprises the steps of: acquiring an inner side plate, a template base, a bent cap reinforcing rib, an inner template and an outer template; arranging the inner side plate, the inner template and the outer template on a template base so that the template base, the inner side plate, the inner template and the outer template are matched to form a mold cavity for filling concrete, wherein the inner template is positioned on the inner side of the outer template and is connected to the upper part of the inner side plate; inserting a bent cap reinforcing rib into the template through hole of the inner template, wherein two ends of the bent cap reinforcing rib respectively extend out of the template through hole; pouring concrete into the mould cavity and curing to form a concrete channel frame, wherein the capping beam prefabrication cavity is limited by the concrete channel frame, one end of the capping beam reinforcing rib extends into the capping beam prefabrication cavity, and the inner side plate is positioned on the cavity side wall of the capping beam prefabrication cavity; and removing the template base, the inner template and the outer template to obtain the bent cap prefabricated member.

Further, the bent cap strengthening rib includes first strengthening rib and second strengthening rib, the length of second strengthening rib is greater than the twice of the length of first strengthening rib, first strengthening rib with the extending direction of second strengthening rib is roughly the same and insert and establish same on the surface of inner formword, wherein, demolish the template base the inner formword with after the exterior sheathing, will be close to each other in order to realize mating two first strengthening rib adopts first enhancement connector rib to connect, will be located two of the middle part of prefabricated chamber of bent cap the second strengthening rib is connected through the second enhancement connector rib.

In some embodiments of the invention, the method of manufacturing the capping beam preform further comprises the steps of: after the template base, the inner template and the outer template are dismantled, the obtained bent cap prefabricated part is turned over up and down, then positioning steel bars connected with the inner side plate are welded in the bent cap prefabricated cavity, a support is installed on the bent cap prefabricated part through the positioning of the positioning steel bars before concrete is poured into the bent cap prefabricated cavity, and part of the support can be embedded in the bent cap concrete layer.

According to some embodiments of the invention, the method of manufacturing the capping beam preform further comprises the steps of: the bent cap prefab toward before installing on the pier stud prefab set up the location muscle on the bent cap prefab, with the bent cap prefab toward when installing on the pier stud prefab is right the splice bar is fixed a position.

According to some embodiments of the present invention, the method of manufacturing a pier further comprises the steps of: before concrete is injected into the precast capping beam, an annular outer baffle fixed through a threaded fastener is installed on the upper portion of the outer peripheral surface of the concrete groove frame, wherein the upper end of the outer baffle upwards exceeds the upper peripheral edge of the concrete groove frame and is suitable for being flush with the concrete layer of the capping beam.

Further, the manufacturing method of the pier further comprises the following steps: before injecting the concrete into the bent cap prefab, set up a plurality of top atress muscle that extend and parallel arrangement each other along the horizontal direction on the bent cap prefab, and make every the both ends of top atress muscle link to each other with pre-buried splice bar respectively, wherein, pre-buried splice bar is in pre-buried formation is in when the bent cap prefab is made the concrete groove frame, top atress muscle is located the top of concrete groove frame.

In some embodiments of the invention, the height H of the template base satisfies: h is more than or equal to 800 mm.

According to some embodiments of the invention, the mounting surface is formed on a bearing platform, and before placing the pier stud prefabricated member on the mounting surface, pier core insertion ribs extending upwards out of the mounting surface are arranged on the bearing platform, and when the pier stud prefabricated member is placed on the mounting surface, the pier core insertion ribs extend into the pier stud prefabricated cavity for connecting with the pier stud concrete layer.

Furthermore, the upper surface of cushion cap is equipped with the mounting groove of undercut, the groove diapire wall of mounting groove does the installation face, mound heart dowel bar is pre-buried install on the groove diapire wall of mounting groove, the pier stud prefab stretches into in the mounting groove the slot side wall of mounting groove with pour into the concrete into in the clearance between the pier stud prefab in order to form outside concrete layer.

Further, before placing the pier stud prefabricated part in the installation groove, a shear nail is arranged on the outer peripheral surface of the lower portion of the pier stud prefabricated part and used for being connected with the outer side concrete layer.

In some embodiments of the present invention, before placing the pier stud prefabricated member into the installation groove, an outer side dowel bar connected to the bearing platform and extending upward out of the installation groove is provided in the installation groove, wherein the outer side dowel bar is located between the pier stud prefabricated member and a groove side wall of the installation groove so as to be suitable for being embedded in the outer side concrete layer.

According to some embodiments of the invention, a positioning boss for positioning the pier stud prefabricated member is arranged on the mounting surface, after the pier stud prefabricated member is placed on the mounting surface, perpendicularity of the pier stud prefabricated member is adjusted, and the pier stud prefabricated member is fixed by adopting a pull rod for connecting the bearing platform and the pier stud prefabricated member.

Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.

Drawings

The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:

fig. 1 is a structural schematic view of one state of a pier stud preform of a pier according to an embodiment of the present invention;

fig. 2 is a structural view illustrating another state of a pier stud preform for a pier according to an embodiment of the present invention;

fig. 3 is a structural view illustrating one state of a capping beam preform for a pier according to an embodiment of the present invention;

fig. 4 is a structural view illustrating another state of a capping beam preform for a pier according to an embodiment of the present invention;

fig. 5 is a plan view of yet another state of the capping beam preform for a pier according to an embodiment of the present invention;

fig. 6 is a structural view illustrating a state of a pier stud preform and a cap for a pier according to an embodiment of the present invention;

fig. 7 is a structural view illustrating another state of a pier stud preform and a cap for a pier according to an embodiment of the present invention;

fig. 8 is a structural view illustrating a state of a pier stud and a cap of a pier according to an embodiment of the present invention;

fig. 9 is a structural view illustrating one state of a capping beam preform and a pier stud of a pier according to an embodiment of the present invention;

fig. 10 is a structural view illustrating another state of the capping beam preform and the pier stud of the pier according to the embodiment of the present invention;

fig. 11 is a plan view of another state of the capping beam preform and the pier stud of the pier according to the embodiment of the present invention;

fig. 12 is a structural view illustrating yet another state of the capping beam preform and the pier stud of the pier according to the embodiment of the present invention;

fig. 13 is a plan view of a cap beam preform and pier stud of a pier according to an embodiment of the present invention in a further state;

fig. 14 is a schematic structural view of a bridge pier according to an embodiment of the present invention;

fig. 15 is a flowchart of a method of manufacturing a pier according to an embodiment of the present invention.

Reference numerals:

a pier 100;

a pier stud 10; a pier stud prefabricated part 11; pier stud prefabrication cavity 111; a concrete column 112; pier stud reinforcement 113; inner longitudinal ribs 1131; outer longitudinal ribs 1132; transverse connecting ribs 1133; an inner die steel plate 114; a pier concrete layer 12; a connecting rib 13; an annular support portion 14; an outer clad steel plate 15; a shear pin 16;

a capping beam 20; a capping beam preform 21; the capping beam prefabrication cavity 211; a concrete trough frame 212; a bottom wall 2121; a horizontal portion 2122; an inclined portion 2123; a side wall 2124; an inner side plate 213; capping beam stiffeners 214; a first reinforcing rib 2141; a second reinforcing rib 2142; a first reinforcing tie bar 215; a second reinforcing tie bar 216; a cap concrete layer 22; an outer baffle 23; embedding connecting ribs 24; top stress ribs 25; a support 26; a holder body 261; support anchor bars 262; positioning the steel bars 27; positioning ribs 28;

a bearing platform 30; a mounting surface 301; a mounting groove 302; pier center dowel bars 31; an outer concrete layer 32; outer side dowels 33; longitudinal ribs 331; a stirrup 332; a positioning boss 34;

positioning the mold 40; a bottom mold plate 41; an inner casing 42; an outer casing 43; a base 44;

a template base 50; an inner template 51; an outer template 52;

a pull rod 60; a guy rope 61;

pier stud hooks 70; a lid hook 71;

a threaded fastener 80.

Detailed Description

Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.

In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", and the like, indicate orientations and positional relationships based on the orientations and positional relationships shown in the drawings, and are used merely for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the device or element so referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.

A pier 100 according to an embodiment of the present invention is described below with reference to fig. 1 to 14. It should be noted that the vertical direction indicated in the drawings is based on the direction in the normal use process of the pier 100, where fig. 3 and 4 illustrate the prefabrication process of the precast capping beam 21, the precast capping beam 21 is inverted upside down, and the vertical direction indicated is based on the direction in the normal use process of the precast capping beam 21, not on the placement direction in the prefabrication process.

Referring to fig. 1 to 14, a pier 100 according to an embodiment of the present invention may include: pier stud 10 and capping 20.

Specifically, as shown in fig. 8, the pier stud 10 may include a pier stud prefabricated member 11 and a pier stud concrete layer 12, wherein the pier stud prefabricated member 11 may have a pier stud prefabricating cavity 111 therein, the pier stud prefabricating cavity 111 extends in an axial direction of the pier stud prefabricated member 11, and the pier stud concrete layer 12 may be filled in the pier stud prefabricating cavity 111. As shown in fig. 14, the capping beam 20 may include a capping beam preform 21 and a capping beam concrete layer 22, wherein the capping beam preform 21 may have a capping beam preform cavity 211 therein, and the capping beam concrete layer 22 may be provided in the capping beam preform cavity 211. And when the coping 20 is connected with the pier stud 10, the coping 20 may be provided at an upper portion of the pier stud pre-fabricated member 11, and the coping concrete layer 22 may be connected with the pier stud concrete layer 12 to achieve connection of the pier stud 10 and the coping 20.

In some related technologies, a pier structure is usually constructed in a cast-in-place manner, a beam-beating support or a working platform needs to be erected on a construction site, longitudinal steel bars are lengthened on steel bars pre-embedded in a bearing platform in a sleeve connection manner and hoops are bound, a pier column section combined steel formwork is assembled on the site by manually matching with a crane, concrete is poured after the deviation of the formwork is measured within a specified range, and the first section is formed by maintaining and demolding. And installing the next section of pier stud steel bar, and sequentially circulating the steps until the construction reaches the designed elevation of the pier structure. Therefore, the required labor amount in the cast-in-place construction process is large, the construction time is long, concrete pouring is difficult, the risk is high, the efficiency is low, the construction noise is large, and the influence on the surrounding environment and road traffic is large.

In other related technologies, the installation of the pier structure is realized by assembling solid prefabricated parts, the solid prefabricated parts are heavy, the requirements on machines and tools for transportation and installation are high, the measure cost is increased, the occupied construction operation surface is large during installation, the road traffic is also influenced, and the traffic volume is large. In addition, when the solid prefabricated parts are assembled, the joint is usually connected by adopting a grouting sleeve technology, the seismic performance of a high-intensity area needs to be verified, special grouting materials and sleeves are needed by adopting the grouting sleeve connection technology, the manufacturing cost is high, and the requirements for construction, installation and positioning are higher.

In the present invention, the precast pier stud 11 of the pier stud 10 and the precast capping beam 21 of the capping beam 20 may be installed on site after the prefabrication. Alternatively, the prefabrication of the pier stud prefabricated member 11 and the capping prefabricated member 21 may be performed in a factory or a construction site.

When the prefabrication process is finished in a factory, compared with solid prefabricated components in the related art, the hollow pier stud prefabricated member 11 and the cap beam prefabricated member 21 are lighter in weight, the transportation and hoisting cost can be reduced, and manpower and material resources are saved. And the working procedures of site construction can be reduced, so that the construction time is reduced, the noise pollution is reduced, the influence on the surrounding environment and road traffic can be reduced, and the work is more efficient and ordered. When the prefabrication process is completed and then installed on a construction site, the requirements on machines and tools are low, the measure cost can be reduced, the stability of the pier stud prefabricated member 11 and the cap beam prefabricated member 21 with light weight is easier to guarantee, and the installation precision is higher.

Alternatively, the pier stud 10 of each pier 100 may include one pier stud preform 11 without being connected by a grouting sleeve, which is advantageous for improving the construction speed and safety, and a scaffold is not required to be erected on a construction site, which is safer. Certainly, according to actual conditions needs, pier stud 10 of pier 100 also can be formed by connecting a plurality of pier stud prefabricates 11, in the embodiment of 11 concatenations of a plurality of pier stud prefabricates, pier stud prefabricating cavity 111 of a plurality of pier stud prefabricates 11 can communicate, after 11 concatenations of a plurality of pier stud prefabricates were accomplished, can pack the concrete to the pier stud prefabricating cavity 111 that communicates, further connect fixed a plurality of pier stud prefabricates 11, connect more firmly.

In addition, as shown in fig. 14, the pier stud 10 may be provided with the connection rib 13, when the capping beam 20 is disposed on the upper portion of the pier stud prefabricated member 11, the connection rib 13 may extend into the capping beam prefabricated cavity 211, and the capping beam concrete layer 22 may be connected to the pier stud concrete layer 12 and the connection rib 13 at the same time, so that the capping beam concrete layer 22 and the pier stud concrete layer 12 may be stressed together, the capping beam 20 and the pier stud 10 are connected more firmly and reliably, the stress requirement of the pier 100 is met, and the improvement of the anti-seismic performance of the high-intensity region is facilitated.

It should be noted that, in some embodiments, during construction, the pier column precast cavity 111 may be filled with the pier column concrete layer 12, then the capping beam precast cavity 21 is disposed on the upper portion of the pier column precast cavity 11, and then the capping beam precast cavity 211 is filled with the capping beam concrete layer 22, so that the capping beam concrete layer 22 is connected to the pier column concrete layer 12 and the connecting ribs 13, and concrete pouring is more convenient and easier to operate. In other embodiments, during construction, the capping beam prefabricated part 21 may be first disposed on the upper portion of the pier stud prefabricated part 11, and then concrete is filled in the capping beam prefabricated cavity 211 and the pier stud prefabricated cavity 111, so that the capping beam concrete layer 22 and the pier stud concrete layer 12 may be simultaneously poured and cured, and the capping beam concrete layer 22 and the pier stud concrete layer 12 are more firmly connected.

The pier 100 provided by the embodiment of the invention is provided with the pier stud prefabricated part 11 and the capping beam prefabricated part 21, so that the working procedure of a construction site can be simplified, the construction speed and the safety can be improved, the adverse effect of the traditional full cast-in-place process on the traffic environment can be avoided, the pier stud prefabricated part 11 and the capping beam prefabricated part 21 are hollow, the transportation and hoisting cost can be favorably reduced, and the pier stud 10 and the capping beam 20 are firmly and reliably connected.

According to some embodiments of the present invention, as shown in fig. 1 and 2, the pier stud preform 11 may include: hollow concrete column 112, pier stud reinforcing rib 113 and internal mold steel plate 114. The pier stud reinforcing ribs 113 may be embedded in the column wall of the concrete column 112 to enhance the structural strength of the concrete column 112. As shown in fig. 2, the upper portion of the pier stud reinforcing rib 113 can extend out from the concrete column 112 to form the connecting rib 13, so that the structure of the pier stud prefabricated member 11 can be simplified, the processing procedures can be reduced, the connecting length of the connecting rib 13 and the pier stud prefabricated member 11 is longer, and the connection is firmer and more reliable. Alternatively, concrete columns 112 may be of circular or square configuration, and corresponding pier column preforms 11 may be formed of circular or square configuration, as the case requires.

As shown in fig. 1 and 2, an inner mold steel plate 114 may be provided at an inner circumferential surface of the concrete column 112 so that the concrete column 112 may be formed in a hollow structure and define a pier stud prefabrication cavity 111. In addition, the inner die steel plate 114 may be connected to the pier concrete layer 12. Because the pier stud prefabricated member 11 is filled with the pier stud concrete layer 12 after the prefabrication is finished, the pouring time interval between the concrete column 112 and the pier stud concrete layer 12 is longer, and the connection between the new concrete and the old concrete is realized by respectively connecting the new concrete and the old concrete with the internal mold steel plate 114, so that the connection reliability can be improved. Alternatively, in some embodiments, the inner steel plates 114 may be profiled steel plates, and the profiled steel plates may self-enhance the adhesion with the concrete, so that the inner steel plates 114 are more firmly connected to the concrete columns 112 and the pier concrete layer 12, respectively.

Further, as shown in fig. 1, the pier stud stiffener 113 may be a latticed reinforcement cage, and the reinforcement cage may include: a plurality of inner longitudinal ribs 1131, a plurality of outer longitudinal ribs 1132 and transverse connecting ribs 1133.

Specifically, the plurality of inner longitudinal ribs 1131 may extend in the axial direction of the concrete column 112, and the plurality of inner longitudinal ribs 1131 may be distributed at intervals in the circumferential direction of the concrete column 112. The plurality of outer longitudinal ribs 1132 may also extend in an axial direction of the concrete column 112, and the plurality of outer longitudinal ribs 1132 may be spaced apart along a circumferential direction of the concrete column 112. In the radial direction of concrete column 112, outer longitudinal rib 1132 can be located the outside of interior longitudinal rib 1131 to form double-deck steel reinforcement cage structure, strengthen the structural strength of pier stud prefab 11 in the radial ascending wider range of concrete column 112. The transverse connection rib 1133 can link to each other with outer muscle 1132 and the interior muscle 1131 of indulging, makes outer muscle 1132 and the interior relative position of indulging muscle 1131 radially on concrete column 112 fixed, and the structure is more stable.

It should be noted that fig. 1 and fig. 2 show an embodiment in which the inner longitudinal rib 1131 and the outer longitudinal rib 1132 form a double-layer steel reinforcement cage, and in other embodiments, in the radial direction of the concrete column 112, a multi-layer steel reinforcement cage may be formed by three, four, or more layers of longitudinal ribs, so that the steel reinforcement cage may meet different structural strength requirements. In the multi-layer reinforcement cage, two adjacent layers of reinforcements can be connected through the transverse connecting rib 1133 to make the structure more stable.

In some embodiments of the invention, as shown in fig. 3-5, the capping beam preform 21 may comprise: concrete channel frames 212, inner decking 213 and capping stiffeners 214. Wherein the concrete channel frame 212 may be connected with the pier stud prefabricated member 11 to achieve the connection of the capping beam prefabricated member 21 with the pier stud prefabricated member 11, and the concrete channel frame 212 may have a capping beam prefabricated cavity 211 so that the capping beam concrete layer 22 is connected with the connection rib 13 and the pier stud concrete layer 12 when the concrete channel frame 212 is connected with the pier stud prefabricated member 11. Alternatively, in the present invention, the inner side plate 213 may be a steel plate, setting is easier, and the steel plate has better adhesion to concrete.

As shown in fig. 4, the inner side plates 213 may be provided on the cavity side walls of the capping beam prefabrication cavity 211, and the inner side plates 213 may be connected with the capping beam concrete layer 22, so that the concrete channel frames 212 are connected with the capping beam concrete layer 22 through the inner side plates 213, and the connection of the concrete channel frames 212 with the capping beam concrete layer 22 is more reliable. It is understood that in the present invention, an inner side plate 213 may be provided on a part of the cavity side wall of the capping beam prefabrication cavity 211, or an inner side plate 213 may be provided on the cavity side wall of the entire capping beam prefabrication cavity 211, in other words, the inner side plate 213 may be provided on at least a part of the cavity side wall of the capping beam prefabrication cavity 211.

In addition, as shown in fig. 4, the capping beam reinforcing ribs 214 may be pre-embedded in the concrete channel frame 212, and one end of the capping beam reinforcing ribs 214 may extend into the capping beam prefabrication cavity 211, so that the capping beam reinforcing ribs 214 may be connected with the capping beam concrete layer 22, thereby further enhancing the connection strength between the concrete channel frame 212 and the capping beam concrete layer 22.

The present invention is not particularly limited in the length, number, and arrangement position of the capping beam reinforcing ribs 214. For example, in the embodiment shown in fig. 3 and 4, the capping bead 214 may include: the first reinforcing rib 2141 and the second reinforcing rib 2142, and the length of the second reinforcing rib 2142 may be greater than the length of the first reinforcing rib 2141, or the length of the second reinforcing rib 2142 may be greater than twice the length of the first reinforcing rib 2141, so that the bent cap reinforcing rib 214 may be connected to the bent cap concrete layer 22 in different length ranges to improve structural strength.

As shown in fig. 4, the extending directions of the first reinforcing rib 2141 and the second reinforcing rib 2142 are substantially the same, on one hand, the structure is more orderly, which is convenient for manufacturing or demolding in the prefabrication stage, on the other hand, the stress of the first reinforcing rib 2141 and the second reinforcing rib 2142 can be mutually enhanced, and the effect of improving the structural strength is better. Alternatively, the first and

second beads

2141, 2142 may be formed on the same cavity wall of the lid beam preform cavity 211 to facilitate mold design and manufacture.

Further, as shown in fig. 4, the first reinforcing rib 2141 may include a plurality of first reinforcing ribs 2141, a plurality of first reinforcing rib pairs may be formed by adjacent two of the first reinforcing ribs 2141 to each other, two first reinforcing ribs 2141 in each first reinforcing rib pair may be connected by the first reinforcing connecting rib 215, and the first reinforcing connecting rib 215 may be inclined with respect to the vertical direction to reinforce the structural strength of the adjacent two first reinforcing ribs 2141 while improving the connection strength with the capping concrete layer 22. Alternatively, the first reinforcing connecting rib 215 and the first reinforcing rib 2141 may be welded, and the second reinforcing connecting rib 216 and the second reinforcing rib 2142 may be welded.

For example, in the specific embodiment shown in fig. 4, the plurality of first reinforcing ribs 2141 are formed in two rows spaced apart from each other, each row including the plurality of first reinforcing ribs 2141, wherein one first reinforcing rib 2141 of one row is connected to an end portion of an adjacent first reinforcing rib 2141 of the other row by the first reinforcing connecting rib 215, and the extending direction of the first reinforcing connecting rib 215 is different from the extending direction of the two connected first reinforcing ribs 2141.

Alternatively, as shown in fig. 4, the second reinforcing rib 2142 may include a plurality, and at least two second reinforcing ribs 2142 may be provided at both sides of the middle portion of the capping beam prefabrication cavity 211, and the two second reinforcing ribs 2142 located at both sides of the middle portion of the capping beam prefabrication cavity 211 may be connected by the second reinforcing connecting rib 216 to improve the structural strength of the second reinforcing ribs 2142 at both sides of the middle portion of the capping beam prefabrication cavity 211 and the capping beam concrete layer 22. Here, the second reinforcing connecting rib 216 may extend horizontally, or may extend obliquely to the horizontal direction, and it is only necessary to satisfy the requirement that the second reinforcing connecting rib 216 connects the two second reinforcing ribs 2142.

In the present invention, only the first reinforcing bead 215 may be provided, only the second reinforcing bead 216 may be provided, or both the first reinforcing bead 215 and the second reinforcing bead 216 may be provided. Moreover, it is within the scope of the present invention that a part of the first reinforcing ribs 2141 or a part of the second reinforcing ribs 2142 is connected to the first reinforcing connecting rib 215 or the second reinforcing connecting rib 216, or all of the first reinforcing ribs 2141 are connected to the first reinforcing connecting rib 215, and all of the second reinforcing ribs 2142 are connected to the second reinforcing connecting rib 216.

According to further embodiments of the present invention, as shown in fig. 3 to 5, the concrete tank frame 212 may include: a bottom wall 2121 and a side wall 2124, the bottom wall 2121 may include a horizontal portion 2122 and an inclined portion 2123. The horizontal portion 2122 extends in the horizontal direction, the inclined portion 2123 is provided at the outer peripheral edge of the horizontal portion 2122, and the inclined portion 2123 extends obliquely upward and outward in the vertical direction. Here, "outward" refers to a direction away from the horizontal portion 2122, and "upward" is a direction according to an up-down orientation during a construction stage of the bent cap preform 21 on site or during normal use of the pier 100, and the bent cap preform 21 shown in fig. 3 and 4 is upside down during prefabrication.

In addition, the first and second reinforcing

ribs

2141 and 2142 may be vertically embedded in the inclined portion 2123, respectively, to enhance the structural strength of the inclined portion 2123 and to make manufacturing or demolding easier.

As shown in fig. 4, the lower opening of the capping beam prefabrication cavity 211 may be provided at the horizontal part 2122, and the connection rib 13 of the pier stud 10 may extend into the capping beam prefabrication cavity 211 from the lower opening of the capping beam prefabrication cavity 211. It should be noted that fig. 4 is a schematic diagram illustrating the placement of the precast capping beam member 21 at the prefabrication stage, in fig. 4, the capping beam member 21 is placed upside down, and the "lower opening of the capping beam prefabrication cavity 211" is also based on the up-down orientation of the precast capping beam member 21 at the site construction stage or during the normal use of the pier 100, so that the up-down direction indicated in fig. 3 and 4 is based on the up-down direction of the precast capping beam member 21 at the site construction stage, and the formwork base 50 supporting the precast capping beam member 21 is placed at the up-down direction of the prefabrication stage, which is opposite to the up-down direction in fig. 3 and 4.

In addition, as shown in fig. 3 and 4, the side wall 2124 may be connected to an outer circumferential edge of the inclined portion 2123. The inner side plates 213 are disposed on the inner circumferential surface of the side wall 2124, and since the shear stress between the capping beam concrete layer 22 and the side wall 2124 is larger, the requirement for the connection strength is higher, and the inner side plates 213 disposed on the inner circumferential surface of the side wall 2124 can make the capping beam prefabricated member 21 and the capping beam concrete layer 22 be connected more firmly. Of course, the inner wall surface of the bottom wall 2121 may be provided with the inner plate 213 to further improve the connection reliability, as required.

In some embodiments of the present invention, as shown in fig. 12 and 14, the capping beam 20 may further include: annular outer baffle 23, pre-buried splice bar 24 and a plurality of top atress muscle 25. The plurality of top ribs 25 may extend in a horizontal direction, and the plurality of top ribs 25 may be arranged in parallel or in a cross arrangement to reinforce the structure of the top of the capping beam 20.

As shown in fig. 12, the pre-buried connecting bars 24 may be pre-buried in the capping beam preform 21, and the upper portions of the pre-buried connecting bars 24 may extend upward out of the capping beam preform 21. Each top stress rib 25 may be located above the capping beam preform 21, and both ends of each top stress rib 25 may be connected to the embedded connection ribs 24, for example, may be welded. From this, can be with connecting top atress muscle 25 and pre-buried splice bar 24 again after other parts that are located bent cap prefabricated cavity 211 are installed, other parts installation are more convenient, and top atress muscle 25 connection structure is also more firm.

In addition, to further improve the structural strength, as shown in fig. 12, the outer circumferential surface of the upper portion of the concrete chute frame 212 may be mounted with an outer barrier 23, the outer barrier 23 may be fixed by a screw fastener 80, and an upper circumferential edge of the outer barrier 23 may be upwardly beyond an upper circumferential edge of the concrete chute frame 212, and the outer barrier 23 may correspond to the position of the top stress rib 25. Therefore, as shown in fig. 14, the filled capping beam concrete layer 22 can be flush with the upper peripheral edge of the outer baffle 23 to exceed the upper peripheral edge of the concrete groove frame 212, so that the top stressed main rib 25 and the embedded connecting rib 24 can be embedded in the capping beam concrete layer 22, and the structures of the top stressed main rib 25 and the embedded connecting rib 24 are firmer and more stable.

According to some embodiments of the present invention, as shown in fig. 12 to 14, the capping beam 20 may further include a support 26, and optionally, in some embodiments, the support 26 may support a bridge span to stabilize the bridge span in connection with the pier 100. Positioning steel bars 27 for positioning the support 26 can be embedded in the capping beam concrete layer 22, and the support 26 can include: a holder body 261 and holder fixing ribs 262. The upper portion of the seat body 261 may extend beyond the capping concrete layer 22 so as to abut against or be connected to other structures such as a bridge span. The fixed muscle 262 of support can link to each other with support body 261 to the fixed muscle 262 of support can be pre-buried in bent cap concrete layer 22, with the realization be connected with bent cap concrete layer 22, and then realizes the fixed of support 26 and bent cap 20, other structures such as bridge span firmly link to each other with pier 100.

It should be noted that the structure, number and arrangement position of the support 26 include, but are not limited to, those shown in the embodiments of fig. 12 to 14, and the structure, number and arrangement position of the support 26 may be adjusted according to different installation requirements of other structures such as a bridge span, and only the requirement that the support 26 can support other structures such as a bridge span is satisfied.

In some embodiments of the present invention, as shown in fig. 13, the precast capping beam 21 may be provided with positioning ribs 28, and when the precast capping beam 21 is installed on the pier stud 10, the positioning ribs 28 may cooperate with the connecting ribs 13 to achieve rapid positioning of the precast capping beam 21. And the positioning ribs 28 can be arranged in the capping beam concrete layer 22, and the connection reliability of the capping beam prefabricated part 21 and the capping beam concrete layer 22 can be enhanced.

For example, in the example shown in fig. 13, the inner circumferential surface of the precast canopy beam cavity 211 is provided with two inner side plates 213, the number of the positioning ribs 28 is two, each positioning rib 28 is formed into a U-shaped hook, an opening end of the U-shaped hook is connected with the inner side plate 213 by welding or the like, and each U-shaped hook cooperates with the inner side plate 213 to be able to sleeve at least one connecting rib 13 of the pier stud 10 at a corresponding position, so as to achieve circumferential positioning of the precast canopy beam 21 and the pier stud 10, and simultaneously, to prevent the horizontal rotation of the precast canopy beam 21 from being too large when the precast canopy beam 21 is subjected to posture adjustment. Optionally, during the construction process, the assembly can be performed more orderly and accurately by using the annular construction platform and the reversible adjusting device.

According to some embodiments of the present invention, the connecting ribs 13 may include a plurality of connecting ribs that are distributed at intervals along the circumferential direction of the pier stud prefabricated member 11, and each connecting rib 13 may be inserted into the upper end surface of the pier stud prefabricated member 11 and extend along the axial direction of the pier stud prefabricated member 11, so that the pier stud 10 and the cover beam 20 may be connected through the connecting ribs 13 at a plurality of positions in the circumferential direction, and the connection is firmer and the stress is more balanced. Here, the number of the connecting ribs 13 may be two, three, four or more, and the plurality of connecting ribs 13 may be provided with one or more layers in the radial direction of the pier stud preform 11.

In the embodiment including the positioning rib 28, the number of the connecting ribs 13 engaged with the positioning rib 28 can be flexibly set according to actual requirements. In addition, after the connection ribs 13 are matched with the positioning ribs 28, the connection ribs 13 distributed along the circumferential direction of the pier stud prefabricated member 11 can be connected through the connection stirrups, and the connection stirrups can also be embedded in the bent cap concrete layer 22, so that the connection strength between the bent cap 20 and the pier stud 10 can be further improved.

According to some embodiments of the present invention, as shown in fig. 12-14, the outer circumferential surface of the upper portion of the pier stud preform 11 may be provided with an annular support portion (sometimes also referred to as an annular bracket) 14, and the annular support portion 14 may extend in the circumferential direction of the pier stud preform 11. The bent cap prefab 21 can be established on the upper portion of pier stud prefab 11 to bent cap prefab 21 can support in annular supporting portion 14, and annular supporting portion 14 can fix a position bent cap prefab 21, makes bent cap prefab 21 fixed for the axial position of pier stud 10, and annular supporting portion 14 is more even to bent cap prefab 21's holding power, and bent cap prefab 21 position is more stable.

Optionally, when bent cap prefab 21 hoists in the upper portion of pier stud prefab 11, annular supporting portion 14 can carry out the temporary fixation to bent cap prefab 21, can place steel gasket or rubber gasket between bent cap prefab 21 and annular supporting portion 14, can carry out the posture adjustment to bent cap prefab 21 on the one hand, and on the other hand can prevent that the concrete is local to be pressed and is destroyed, and the structure is more firm.

In some embodiments of the present invention, as shown in fig. 6 to 8, the pier 100 may further include a cap 30 to facilitate fixing of the pier preform 11. Specifically, the platform 30 may have a mounting surface 301, and the lower end surface of the pier stud preform 11 may abut against the mounting surface 301. Because the lower end surface of the pier stud prefabricated part 11 is naturally contacted with the mounting surface 301 and is not connected with the mounting surface 301, the bearing platform 30 can be connected with the pier core insertion rib 31, and the pier core insertion rib 31 extends upwards out of the mounting surface 301. When the pier stud prefabricated member 11 abuts against the installation surface 301, the pier core dowel 31 may extend into the pier stud prefabricated cavity 111 and may be connected to the pier stud concrete layer 12, so that the pier stud 10 may be firmly connected to the bearing platform 30.

Further, as shown in fig. 7, the upper surface of the platform 30 may be provided with a mounting groove 302 recessed downward, and a groove bottom wall of the mounting groove 302 may be the mounting surface 301. Pier heart dowel 31 can be pre-buried installs on the groove diapire of mounting groove 302, and pier stud prefab 11 can stretch into mounting groove 302, and mounting groove 302 can carry out tentatively spacing to pier stud prefab 11's radial position to the lower extreme of pier stud prefab 11 can offset with the groove bottom wall of mounting groove 302, makes pier heart dowel 31 can stretch into pier stud prefabrication chamber 111.

Further, as shown in fig. 8, the pier 100 may further include an outer concrete layer 32, the outer concrete layer 32 may be coated on a lower portion of the outer circumferential surface of the pier stud preform 11, and the outer concrete layer 32 may fill a gap between the outer circumferential surface of the pier stud preform 11 and the groove sidewall of the installation groove 302, so that the radial position of the pier stud preform 11 is fixed. Still further, the upper portion of outside concrete layer 32 can stretch out mounting groove 302, makes outside concrete layer 32 and pier stud prefab 11's area of being connected bigger, connects more firmly.

As shown in fig. 8, the pier 100 may further include an outer-side tendon 33, the outer-side tendon 33 may be inserted into a groove bottom wall installed in the installation groove 302, and the outer-side tendon 33 may extend into the outer-side concrete layer 32. Therefore, the outer side inserting bars 33 can further enhance the connection strength between the bearing platform 30 and the outer side concrete layer 32, the outer side concrete layer 32 and the outer side inserting bars 33 are matched to form an annular additional platform, and the connection strength between the bearing platform 30 and the pier stud 10 can be enhanced.

In addition, as shown in fig. 7 and 8, the outer bead 33 may include: a plurality of longitudinal bars 331 and a plurality of stirrups 332, a plurality of longitudinal bars 331 can be followed the axial extension of outside concrete layer 32, and a plurality of longitudinal bars 331 can be followed the circumference of outside concrete layer 32 and distributed, a plurality of stirrups 332 can be followed the circumference of outside concrete layer 32 and extended, and a plurality of stirrups 332 can be followed the axial interval distribution of outside concrete layer 32. Each stirrup 332 may be connected to at least one longitudinal rib 331 so that the outer tendons 33 may reinforce the outer concrete layer 32 in different directions.

In the present invention, the stirrup 332 may be provided outside the longitudinal rib 331, may be provided inside the longitudinal rib 331, or may be provided outside and inside the longitudinal rib 331. Alternatively, in the radial direction of the pier stud preform 11, the longitudinal rib 331 may include one layer, two layers, three layers or more, wherein the stirrup 332 may be connected to the outer side or the inner side of any layer of the longitudinal rib 331.

According to some embodiments of the present invention, as shown in fig. 6 to 8, the outer circumferential surface of the lower portion of the pier stud prefabricated member 11 may be coated with an outer steel plate 15, the outer steel plate 15 may be provided with at least one shear pin 16, and the shear pin 16 may be connected to the outer concrete layer 32, so as to further improve the connection strength between the pier stud prefabricated member 11 and the outer concrete layer 32.

In the embodiment that includes outside dowel 33 and outside dowel 33 has the multilayer, for preventing that shear force nail 16 from interfering with outside dowel 33, outer outside dowel 33 can be pre-buried at the tank bottom wall of mounting groove 302, is located the outer periphery that pier stud prefab 11 was located to the earlier cover of the outside dowel 33 of inlayer, then puts pier stud prefab 11 to the mounting groove 302 in, connects the outside dowel 33 and the outer inboard dowel 33 of inlayer, then packs outside concrete layer 32.

Or in other embodiments, the outer-layer outer-side dowel 33 may be pre-embedded in the bottom wall of the installation groove 302, then the pier stud prefabricated member 11 provided with the shear nails 16 is placed in the installation groove 302, then the inner-layer outer-side dowel 33 is inserted into the installation groove 302 and connected with the outer-layer outer-side dowel 33, and finally the outer-side concrete layer 32 is filled.

In some embodiments of the present invention, as shown in fig. 6 to 8, the mounting surface 301 may be provided with a positioning boss 34, when the pillar preform 11 is mounted on the mounting surface 301, the positioning boss 34 may be inserted into the pillar prefabricating cavity 111, and the positioning boss 34 may be matched with the cavity wall of the pillar prefabricating cavity 111 to achieve rapid positioning of the pillar preform 11. Pier core dowel 31 can insert and establish on location boss 34, and during the installation of pier stud prefab 11, pier core dowel 31 stretches into pier stud prefab chamber 111 and can tentatively fix a position the alignment of location boss 34 with pier stud prefab chamber 111, and structural design is more reasonable.

Alternatively, as shown in fig. 6, the positioning boss 34 may be formed as a tapered boss having a radial sectional area gradually decreasing upward, and when the tapered boss is inserted into the pier stud prefabricating cavity 111, the side circumferential surface of the tapered boss may guide the pier stud prefabricated member 11, so that the pier stud prefabricated member 11 is positioned more easily, which is beneficial to improving the construction efficiency.

The present invention also provides a method for manufacturing a pier, in which the pier 100 according to the above-described embodiment of the present invention can be manufactured by using the manufacturing method, and can also be manufactured by using other manufacturing methods, and the manufacturing method can be used to manufacture not only the pier 100 according to the above-described embodiment of the present invention, but also piers having other structures. A method for manufacturing a pier according to an embodiment of the present invention will be described in detail below, taking as an example the manufacture of the pier 100 according to an embodiment of the present invention. It should be understood that some detailed structures of the pier 100 shown in the drawings do not constitute limitations on the manufacturing method of the embodiment of the present invention, and are merely for illustration.

A method of manufacturing a pier 100 according to an embodiment of the present invention is described below with reference to fig. 1 to 15.

As shown in fig. 15, the method of manufacturing a pier 100 according to an embodiment of the present invention may include the steps of:

step 1001: as shown in fig. 1 and fig. 2, obtaining a pier stud prefabricated part 11, and as shown in fig. 3 to fig. 5, obtaining a capping beam prefabricated part 21, wherein a pier stud prefabricated cavity 111 extending along an axial direction of the pier stud prefabricated part 11 is formed in the pier stud prefabricated part 11, a capping beam prefabricated cavity 211 is formed in the capping beam prefabricated part 21, and the pier stud prefabricated part 11 is provided with a connecting rib 13 extending upwards;

step 1002: as shown in fig. 6 and 7, the pier stud prefabricated member 11 is placed on the installation surface 301;

step 1003: as shown in fig. 8, concrete is injected into the pier stud prefabricating cavity 111 from the upper end opening of the pier stud prefabricating cavity 111 to be cured to form a pier stud concrete layer 12;

step 1004: as shown in fig. 9-13, the capping beam prefabricated member 21 is installed on the upper portion of the pier stud prefabricated member 11 with the connection rib 13 extending into the capping beam prefabricated cavity 211;

step 1005: as shown in fig. 14, concrete is injected into the capping beam prefabrication cavity 211 to be cured to form a capping beam concrete layer 22 connected with the pier stud concrete layer 12 and the connection rib 13.

In the present invention, step 1001 and steps 1002-1005 may or may not be completed in the same operating environment. That is, the pier stud prefabricated member 11 and the cap beam prefabricated member 21 in the step 1001 may be fabricated at a construction site of the bridge construction, or may be transported to a construction site after being prefabricated in a factory.

When the pier stud prefabricated part 11 and the bent cap prefabricated part 21 are prefabricated in a factory and then transported to a construction position for installation, the process of a construction site can be simplified, the installation is convenient, the measure cost of machines and tools is reduced, the construction speed and the safety are improved, the construction operation area of the construction site is smaller, and the adverse effects of the traditional full cast-in-place process on traffic and environment are avoided. And prefabricated pier stud prefabricated part 11 and bent cap prefabricated part 21 precision are higher, are favorable to improving the quality of pier 100. The pier stud prefabricated part 11 and the capping beam prefabricated part 21 are hollow, and transportation and hoisting cost is reduced.

In addition, the capping concrete layer 22 is connected with the connecting ribs 13 and the pier stud concrete layer 12 to realize the connection between the pier stud 10 and the capping beam 20, the operation process is simple, and the connection structure between the pier stud 10 and the capping beam 20 is firm and reliable. The pier stud concrete layer 12 and the bent cap concrete layer 22 are formed by pouring, the overall stability of the structure is stronger, and the pouring quality is improved.

It should be noted that, the above-mentioned steps 1001 to 1005 mean that the manufacturing method of the pier 100 includes five steps, and the order of the steps may be changed, but it is not limited that the manufacturing process of the pier 100 must be performed in the order from the step 1001 to the step 1005. For example, the pier column concrete layer 12 filled in the step 1003 and the capping concrete layer 22 filled in the step 1005 are written in two steps in tandem, while in the actual manufacturing process, the pier column concrete layer 12 and the capping concrete layer 22 may be separately filled in the order of the step 1003 and the step 1005 in tandem, or the pier column concrete layer 12 and the capping concrete layer 22 may be simultaneously filled after the step 1004.

Alternatively, in the present invention, the obtained pier stud preform 11 may be manufactured using a centrifugal method or a casting method. Alternatively, the resulting bent cap preform 21 may also be manufactured by centrifugation or casting. Also, the pier stud preform 11 and the capping beam preform 21 may be manufactured by the same method, or may be manufactured by different methods. In addition, the pouring method can be a jacking method, a conduit/chute pouring self-compacting concrete method, an underwater concrete pouring method or a high-position throwing and vibration-free pouring method and the like.

According to some embodiments of the present invention, as shown in fig. 1 and 2, the method of manufacturing the pier stud preform 11 may comprise the steps of:

step 2001: obtaining a reinforcement cage, an inner die steel plate 14, an outer wrapping steel plate 15 and a positioning die 40, wherein the positioning die 40 comprises a bottom template 41, an inner protecting cylinder 42 arranged on one side of the bottom template 41 and an outer protecting cylinder 43 arranged on one side of the bottom template 41 and positioned on the outer side of the inner protecting cylinder 42;

step 2002: arranging an inner die steel plate 14 on the inner circumferential surface of the reinforcement cage, and coating an outer wrapping steel plate 15 on one end of the reinforcement cage;

step 2003: connecting one end of the steel reinforcement cage with the bottom formwork 41, wherein the outer protective cylinder 43 is positioned on the outer side of the outer wrapping steel plate 15, and the inner protective cylinder 42 is positioned on the inner side of the inner die steel plate 14;

step 2004: pouring concrete and curing to form a concrete column 112, wherein a reinforcement cage is buried in the concrete column 112, the upper part of the reinforcement cage extends out of the concrete column 112 to form a connecting rib 13, an inner mould steel plate 14 is positioned on the inner side of the concrete column 112, and an outer packing steel plate 15 is positioned on the outer side of the concrete column 112;

step 2005: and (4) removing the positioning die 40 to obtain the pier stud prefabricated part 11.

In the invention, the positioning mold 40 can be formed as a steel bar shaping jig, the inner protecting cylinder 42 and the outer protecting cylinder 43 can limit and shape the steel bar cage, the inner die steel plate 14 and the outer wrapping steel plate 15, and the bottom template 41 can support and shape the steel bar cage, the inner die steel plate 14 and the outer wrapping steel plate 15. The internal mold steel plate 14 enables the pier stud prefabricated part 11 to be formed with a pier stud prefabricated cavity 111, a hollow structure is formed, and the pier stud prefabricated cavity is light in weight and convenient to transport.

Alternatively, before pouring the concrete, a pier stud hook 70 protruding from the upper end surface of the pier stud preform 11 may be inserted at the top of the pier stud preform 11, so that the pier stud preform 11 is moved by hooking the pier stud hook 70. For example, the steel reinforcement cage may be centered by a truck crane, and suspended on the base 44 to fix the bottom form 41 to the base 44.

Optionally, after the concrete is poured, the concrete is demoulded after forming more than 75% of strength, and finally a plurality of guy cables 61 are fixed at intervals in the circumferential direction of the pier stud prefabricated member 11, and then the pier stud prefabricated member 11 is maintained and stored.

Further, as shown in fig. 1, when the reinforcement cage is connected to the bottom form 41, a plurality of reinforcement heads at one end of the reinforcement cage may be respectively inserted into the reinforcement holes of the bottom form 41, and a threaded fastener 80 is disposed at an extended end of the reinforcement head to fix the reinforcement cage, so as to ensure horizontal stability of the pier stud prefabricated member 11 during the stages of form removal and vertical storage, and the fixing structure is simple and firm. Here, the number of the threaded fasteners 80 and the tendon heads and the length of the tendon heads extending out of the base form 41 can be flexibly set according to the actual situation. For example, in some embodiments, the number of the tendons of the cage passing through the base form 41 may be 6 to 10, a plurality of the tendons may be spaced apart from each other along the circumference of the cage, the tendons may extend out of the base form 41 by not less than 5cm, and each of the tendons may be connected to at least two threaded fasteners 80 to make the connection more secure.

In some embodiments of the present invention, the method of manufacturing the pier stud preform 11 may further comprise the step 3001:

before the concrete is poured, a leakage-proof member is arranged between the bottom formwork 41 and the inner formwork steel plate 14, wherein the leakage-proof member can be made of sizing cotton, straw ropes, foam double faced adhesive tapes or sponges and the like so as to prevent the concrete from leaking from a gap between the bottom formwork 41 and the inner formwork steel plate 14 during the pouring.

According to some embodiments of the invention, as shown in fig. 3, the method of manufacturing the capping beam preform 21 may comprise the steps of:

step 4001: obtaining an inner side plate 213, a template base 50, a cover beam reinforcing rib 214, an inner template 51 and an outer template 52;

step 4002: arranging the inner side plate 213, the inner template 51 and the outer template 52 on the template base 50 so that the template base 50, the inner side plate 213, the inner template 51 and the outer template 52 are matched to form a mold cavity for filling concrete, wherein the inner template 51 is positioned on the inner side of the outer template 52 and is connected to the upper part of the inner side plate 213;

step 4003: inserting the bent cap reinforcing ribs 214 into the template through holes of the inner template 51, wherein two ends of the bent cap reinforcing ribs 214 respectively extend out of the template through holes;

step 4004: pouring concrete into the mould cavity and curing to form a concrete channel frame 212, wherein the capping beam prefabrication cavity 211 is defined by the concrete channel frame 212, one end of the capping beam reinforcing rib 214 extends into the capping beam prefabrication cavity 211, and the inner side plate 213 is positioned on the cavity side wall of the capping beam prefabrication cavity 211;

step 4005: and removing the formwork base 50, the inner formwork 51 and the outer formwork 52 to obtain the capping beam prefabricated part 21.

In the embodiment shown in fig. 3, the side walls 2124 of the concrete trough frame 212 extend in a vertical direction, the bottom wall 2121 of the concrete trough frame 212 comprises an inclined portion 2123 and a horizontal portion 2122, and the radial cross-section of the capping beam prefabrication cavity 211 is substantially rectangular. Wherein the side walls 2124 of the concrete chase 212 are shaped by the form base 50, the inner side plate 213, and the outer form 52, and the bottom wall 2121 of the concrete chase 212 is shaped by the inner form 51. In the manufacturing process, no formwork is provided at a position corresponding to the outer side of the bottom wall 2121 of the concrete trough frame 212, so that the upper end of the mold cavity is opened to facilitate filling of concrete from the upper end opening of the mold cavity.

Optionally, after filling the concrete, a bent cap hook 71 may be inserted outside the inclined portion 2123, so as to limit the hoisting rope when the bent cap prefabricated member 21 is hoisted to the pier stud prefabricated member 11, and prevent the bent cap prefabricated member 21 from falling.

In addition, in some embodiments of the present invention, the form base 50 can be used as a bottom form for shaping the concrete chase 212 and as an elevated casting so that a person can enter the cover beam prefabrication cavity 211 for operation when removing the form. For example, in a further embodiment, the height H of the stencil mount 50 may satisfy: h.gtoreq.800 mm, more specifically, the height H may be 1000mm, 1200mm, or the like.

Further, as shown in fig. 3 and 4, the capping reinforcing rib 214 includes a first reinforcing rib 2141 and a second reinforcing rib 2142, the length of the second reinforcing rib 2142 is greater than twice the length of the first reinforcing rib 2141, and the first reinforcing rib 2141 and the second reinforcing rib 2142 extend in substantially the same direction and are inserted into the same surface of the inner form 51, so that when the inner form 51 is removed from the capping prefabricated cavity 211, the first reinforcing rib 2141 and the second reinforcing rib 2142 can be simultaneously extracted from the form through hole of the inner form 51.

As shown in fig. 4, after removing the formwork base 50, the inner formwork 51 and the outer formwork 52, a step 5001 may be further included:

two first reinforcing beads 2141 to be adjacent to each other to be paired are connected using the first reinforcing connecting bead 215, and two second reinforcing beads 2142 located at both sides of the middle portion of the capping beam prefabrication cavity 211 are connected by the second reinforcing connecting bead 216 to further enhance the stability and structural strength of the first reinforcing bead 2141 and the second reinforcing bead 2142.

According to some embodiments of the invention, the method of manufacturing the capping beam preform 21 may further comprise the steps of:

step 6001: as shown in fig. 5, after removing the formwork base 50, the inner formwork 51 and the outer formwork 52, turning the obtained capping beam prefabricated member 21 upside down, and then welding the positioning steel bars 27 connected with the inner side plate 213 in the capping beam prefabricated cavity 211;

step 6002: as shown in fig. 12 and 13, before concrete is poured into the precast capping beam cavity 211, the support 26 is installed on the precast capping beam 21 by positioning the positioning steel bar 27, and a part of the support 26 may be embedded by the concrete layer 22 of the capping beam.

It should be noted that fig. 12 and 13 are schematic diagrams illustrating that the capping beam prefabricated part 21 provided with the support 26 is installed on the pier stud 10, and in practical cases, the support 26 may be installed on the capping beam prefabricated part 21 before the capping beam prefabricated part 21 is installed on the pier stud 10, which is more convenient to operate, the support 26 may also be installed on the capping beam prefabricated part 21 after the capping beam prefabricated part 21 is installed on the pier stud 10, and the support 26 is more accurately matched with other structures such as a bridge span. It is only necessary to complete the installation of the support 26 before pouring concrete into the capping beam prefabrication cavity 211 so that a part of the support 26 can be embedded by the capping beam concrete layer 22.

In some embodiments of the invention, the method of manufacturing the capping beam preform 21 may further comprise the step 7001:

before the bent cap prefab 21 is installed toward the pier stud prefab 11, the positioning rib 28 is arranged on the bent cap prefab 21, so that when the bent cap prefab 21 is installed toward the pier stud prefab 11, the positioning rib 28 can position the connecting rib 13.

According to some embodiments of the present invention, as shown in fig. 12, the method of manufacturing a pier 100 may further include the step 8001:

before the concrete is injected into the capping beam preform 21, an annular outer barrier 23 fixed by a screw fastener 80 is installed on an upper portion of an outer circumferential surface of the concrete channel frame 212, wherein an upper end of the outer barrier 23 is upwardly beyond an upper circumferential edge of the concrete channel frame 212, and an upper end of the outer barrier 23 is flush with the capping beam concrete layer 22 after the concrete is injected.

Further, as shown in fig. 12, the method of manufacturing the pier 100 may further include the step 9001:

before concrete is injected into the bent cap prefabricated part 21, a plurality of top stress bars 25 which extend in the horizontal direction and are arranged in parallel are arranged on the bent cap prefabricated part 21, two ends of each top stress bar 25 are connected with the embedded connecting bars 24 respectively, the embedded connecting bars 24 are embedded and formed on the concrete groove frame 212 when the bent cap prefabricated part 21 is manufactured, and the top stress bars 25 are located above the concrete groove frame 212.

The installation of the outer fenders 23 and the top reinforcing bars 25 may be performed before the installation of the precast capping members 21 to the pier stud 10, or may be performed after the installation of the precast capping members 21 to the pier stud 10.

In some embodiments of the present invention, the mounting surface 301 is formed on the platform 30, and as shown in fig. 6, before placing the pier stud preform 11 on the mounting surface 301, a pier stud 31 protruding upward from the mounting surface 301 may be provided on the platform 30; as shown in fig. 7, when the pier stud prefabricated member 11 is placed on the installation surface 301, the pier core dowel 31 may extend into the pier stud prefabricated cavity 111 for connecting with the pier stud concrete layer 12.

Further, as shown in fig. 6, a mounting groove 302 recessed downward is formed in the upper surface of the bearing platform 30, a groove bottom wall of the mounting groove 302 is a mounting surface 301, and the pier center dowel 31 is pre-embedded and mounted on the groove bottom wall of the mounting groove 302; as shown in fig. 7 and 8, the pier stud preform 11 is inserted into the installation groove 302, and concrete is injected into the gap between the groove sidewall of the installation groove 302 and the pier stud preform 11 to form the outer concrete layer 32.

Still further, as shown in fig. 6, before the pier stud prefabricated member 11 is placed in the installation groove 302, the shear nails 16 are provided on the outer circumferential surface of the lower portion of the pier stud prefabricated member 11 for connecting with the outer concrete layer 32.

As shown in fig. 6, before placing the pier stud prefabricated member 11 into the installation groove 302, an outer side dowel 33 connected to the bearing platform 30 and extending upward out of the installation groove 302 is provided in the installation groove 302, wherein the outer side dowel 33 is located between the pier stud prefabricated member 11 and the groove sidewall of the installation groove 302, so that the outer side dowel 33 can be embedded in the outer concrete layer 32.

According to some embodiments of the present invention, as shown in fig. 6, positioning bosses 34 for positioning the pier stud preforms 11 are provided on the mounting surface 301 to facilitate quick positioning of the pier stud preforms 11; after laying pier stud prefab 11 in installation face 301, as shown in fig. 7, transfer the straightness that hangs down to pier stud prefab 11 to guarantee pier 100's balance, make pier 100 support other structures such as bay more stably, and adopt pull rod 60 of connecting cushion cap 30 and pier stud prefab 11 to fix pier stud prefab 11, in order to further fix pier stud prefab 11, prevent that pier stud prefab 11 from taking place to rock.

Alternatively, in some embodiments, the tie rods 60 may be multiple, and multiple tie rods 60 may be spaced apart along the circumference of the pier stud preform 11. For example, in some embodiments, the number of the tie bars 60 is four, and the four tie bars 60 are spaced apart by 90 degrees along the circumference of the pier stud preform 11, so that the fixing of the tie bars 60 to the pier stud preform 11 is more stable.

Hereinafter, a method for manufacturing a pier 100 according to an embodiment of the present invention will be described in detail with reference to the accompanying drawings, it being understood that the following description is illustrative only and not to be construed as limiting the invention.

The manufacturing process of the pier 100 includes: as shown in fig. 1 and 2, the prefabrication stage of the pier stud prefabricated part 11 comprises steps 1101-1106; as shown in fig. 3-5, the prefabrication stage of the capping beam prefabricated part 21 comprises steps 1107-1113; as shown in fig. 6 to 14, the construction stage of the pier 100 on site includes steps 1114 to 1123. The prefabrication of the pier stud prefabricated part 11 and the prefabrication of the capping beam prefabricated part 21 are not in sequence. The method for manufacturing the pier 100 specifically includes the steps of:

step 1101: obtaining a reinforcement cage, an inner die steel plate 14, an outer wrapping steel plate 15 and a positioning die 40, wherein the positioning die 40 comprises a bottom template 41, an inner protecting cylinder 42 arranged on one side of the bottom template 41 and an outer protecting cylinder 43 arranged on one side of the bottom template 41 and positioned on the outer side of the inner protecting cylinder 42;

step 1102: arranging an inner die steel plate 14 on the inner circumferential surface of the reinforcement cage, and coating an outer wrapping steel plate 15 on one end of the reinforcement cage;

step 1103: respectively penetrating a plurality of reinforcement heads at one end of a reinforcement cage into reinforcement holes of a bottom formwork 41, arranging threaded fasteners 80 at the extending ends of the reinforcement heads, arranging an outer protection cylinder 43 at the outer side of an outer wrapping steel plate 15, arranging an inner protection cylinder 42 at the inner side of an inner formwork steel plate 14, and welding a pier stud lifting hook 70 at the other end of the reinforcement cage;

step 1104: righting the assembled reinforcement cage by using a truck crane, adjusting the reinforcement cage to the base 44, and fixing the bottom template 41 and the base 44;

step 1105: arranging a leakage-proof piece between the bottom template 41 and the inner mould steel plate 14, pouring concrete and curing to form a hollow thin-walled concrete column 112;

step 1106: after the strength of more than 75% is formed, the positioning die 40 is removed, the shear nails 16 are arranged on the outer peripheral surface of the outer steel wrapping plate 15, four cable wind ropes 61 are added for fixing, and the pier stud prefabricated part 11 is obtained after maintenance and storage;

step 1107: obtaining an inner side plate 213, a template base 50, a cover beam reinforcing rib 214, an inner template 51 and an outer template 52, wherein the cover beam reinforcing rib 214 comprises a first reinforcing rib 2141 and a second reinforcing rib 2142;

step 1108: arranging the inner side plate 213, the inner formwork 51 and the outer formwork 52 on the formwork base 50 so that the formwork base 50, the inner side plate 213, the inner formwork 51 and the outer formwork 52 are matched to form a mold cavity for filling concrete;

step 1109: inserting the bent cap reinforcing ribs 214 into the template through holes of the inner template 51, wherein two ends of the bent cap reinforcing ribs 214 respectively extend out of the template through holes;

step 1110: injecting concrete into the mold cavity, embedding the bent cap lifting hooks 71, and curing the concrete to form a hollow concrete trough frame 212;

step 1111: removing the template base 50, the inner template 51 and the outer template 52 to obtain a bent cap prefabricated part 21;

step 1112: two first reinforcing ribs 2141 adjacent to each other to be paired are connected by the first reinforcing connecting rib 215, and two second reinforcing ribs 2142 located at both sides of the middle portion of the capping beam prefabrication cavity 211 are connected by the second reinforcing connecting rib 216;

step 1113: turning the obtained bent cap prefabricated part 21 up and down, and welding positioning reinforcing steel bars 27 and positioning reinforcing steel bars 28 connected with an inner side plate 213 in the bent cap prefabricated cavity 211;

step 1114: arranging a mounting groove 302, a positioning boss 34 connected with the bottom wall of the mounting groove 302, a pre-buried pier core dowel bar 31 and an outer side dowel bar 33 on the bearing platform 30;

step 1115: placing the pier stud prefabricated part 11 in the installation groove 302, enabling the pier stud prefabricated part 11 to be abutted against the bottom wall of the installation groove 302, enabling the pier stud core insertion rib 31 and the positioning boss 34 to extend into the pier stud prefabricated cavity 111, and enabling the outer side insertion rib 33 to extend between the pier stud prefabricated part 11 and the groove side wall of the installation groove 302;

step 1116: adjusting the verticality of the pier stud prefabricated part 11 and fixing the pier stud prefabricated part 11 by adopting a pull rod 60 for connecting the bearing platform 30 with the pier stud prefabricated part 11;

step 1117: adding an outer side dowel 33 between the pier stud prefabricated part 11 and the groove side wall of the mounting groove 302 and welding and connecting the outer side dowel 33 with the pre-embedded outer side dowel 33;

step 1118: pouring and curing the outer concrete layer 32 between the pier stud prefabricated member 11 and the groove side wall of the installation groove 302, and injecting concrete into the pier stud prefabricated cavity 111 from the upper end opening of the pier stud prefabricated cavity 111 to cure and form the pier stud concrete layer 12;

step 1119: the obtained capping beam prefabricated part 21 is lifted by a capping beam lifting hook 71 and is arranged at the upper part of the pier stud prefabricated part 11, so that the capping beam prefabricated part 21 is centered on an annular supporting part 14 of the pier stud prefabricated part 11, a connecting rib 13 extends into a capping beam prefabricated cavity 211 and is matched with a positioning rib 28, and the posture of the capping beam prefabricated part 21 is adjusted to a design position;

step 1120: an annular outer baffle plate 23 fixed by a screw fastener 80 is mounted on the upper part of the outer peripheral surface of the concrete tank frame 212;

step 1121: arranging a plurality of top stress ribs 25 which extend along the horizontal direction and are arranged in parallel on the bent cap prefabricated member 21, and respectively connecting two ends of each top stress rib 25 with the embedded connecting ribs 24;

step 1122: mounting the support 26 on the capping beam prefabricated part 21 through positioning of the positioning steel bars 27;

step 1123: concrete is injected into the capping beam prefabrication cavity 211 to be cured to form the capping beam concrete layer 22 connected with the pier stud concrete layer 12 and the connection ribs 13, and the pier 100 is obtained.

The bridge according to the embodiment of the present invention includes a pier 100 according to the embodiment of the present invention. The bridge pier 100 according to the embodiment of the invention has the beneficial technical effects, so that the bridge according to the embodiment of the invention has simple field construction process, improves the construction speed and safety, avoids the adverse effect of the traditional full cast-in-place process on the traffic environment, and has low transportation and hoisting cost and firm and reliable connection structure.

Other constructions and operations of the bridge and pier 100 according to the embodiments of the present invention are known to those of ordinary skill in the art and will not be described in detail herein.

In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.

In the description herein, references to the description of the terms "embodiment," "particular embodiment," "example," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.

While embodiments of the invention have been shown and described, it will be understood by those of ordinary skill in the art that: various changes, modifications, substitutions and alterations can be made to the embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.

Claims

1. A method for manufacturing a pier is characterized by comprising the following steps:

acquiring a pier stud prefabricated part and a capping beam prefabricated part, wherein the pier stud prefabricated part is internally provided with a pier stud prefabricated cavity extending along the axial direction of the pier stud prefabricated part, the capping beam prefabricated part is internally provided with a capping beam prefabricated cavity, and the pier stud prefabricated part is provided with connecting ribs extending upwards;

placing the pier stud prefabricated part on a mounting surface;

pouring concrete into the pier column prefabricating cavity from the upper end opening of the pier column prefabricating cavity to be cured to form a pier column concrete layer;

mounting the cover beam prefabricated part on the upper part of the pier stud prefabricated part and enabling the connecting ribs to extend into the cover beam prefabricated cavity;

concrete is injected into the precast capping beam cavity to be cured to form a capping beam concrete layer connected with the pier stud concrete layer and the connecting ribs;

the installation surface is formed on a bearing platform, before placing the pier stud prefabricated member on the installation surface, a pier core insertion rib which upwards extends out of the installation surface is arranged on the bearing platform, when the pier stud prefabricated member is placed on the installation surface, the pier core insertion rib extends into the pier stud prefabricated cavity and is used for being connected with the pier stud concrete layer, a mounting groove which is downwards recessed is arranged on the upper surface of the bearing platform, the groove bottom wall of the mounting groove is the installation surface, the pier core insertion rib is pre-embedded and installed on the groove bottom wall of the mounting groove, the pier stud prefabricated member extends into the mounting groove, concrete is injected into a gap between the groove side wall of the mounting groove and the pier stud prefabricated member to form an outer side concrete layer, before placing the pier stud prefabricated member in the mounting groove, an outer side insertion rib which is connected with the bearing platform and upwards extends out of the mounting groove is arranged in the mounting groove, the outer side dowel bars are positioned between the pier stud prefabricated members and the groove side walls of the mounting grooves and are suitable for being embedded in the outer side concrete layer,

wherein the method of manufacturing the capping beam preform comprises the steps of:

acquiring an inner side plate, a template base, a bent cap reinforcing rib, an inner template and an outer template;

arranging the inner decking, the inner decking and the outer decking on a decking base such that the decking base,

The inner side plate, the inner template and the outer template are matched to form a mold cavity for filling concrete, wherein the inner template is positioned on the inner side of the outer template and connected to the upper part of the inner side plate, and the inner side plate is a steel plate;

inserting a bent cap reinforcing rib into the template through hole of the inner template, wherein two ends of the bent cap reinforcing rib respectively extend out of the template through hole;

pouring concrete into the mould cavity and curing to form a concrete channel frame, wherein the capping beam prefabrication cavity is limited by the concrete channel frame, one end of the capping beam reinforcing rib extends into the capping beam prefabrication cavity, and the inner side plate is positioned on the cavity side wall of the capping beam prefabrication cavity;

and removing the template base, the inner template and the outer template to obtain the bent cap prefabricated member.

2. The method for manufacturing a pier according to claim 1, wherein the obtained pier stud preform is manufactured by a centrifugal method or a casting method; and/or

And manufacturing the cover beam prefabricated part by adopting a centrifugal method or a pouring method.

3. The method for manufacturing a pier according to claim 1, wherein the method for manufacturing the pier stud preform comprises the steps of:

the method comprises the following steps of obtaining a steel reinforcement cage, an internal mold steel plate, an external steel plate and a positioning mold, wherein the positioning mold comprises a bottom template, an internal protective cylinder arranged on one side of the bottom template and an external protective cylinder arranged on one side of the bottom template and positioned on the outer side of the internal protective cylinder;

arranging an inner die steel plate on the inner circumferential surface of the reinforcement cage, and coating an outer wrapping steel plate on one end of the reinforcement cage;

connecting one end of the reinforcement cage with the bottom formwork, wherein the outer protecting cylinder is positioned on the outer side of the outer wrapping steel plate, and the inner protecting cylinder is positioned on the inner side of the inner die steel plate;

pouring concrete and curing to form a concrete column, wherein the reinforcement cage is buried in the concrete column, the upper part of the reinforcement cage extends out of the concrete column to form the connecting rib, the inner mould steel plate is positioned on the inner side of the concrete column, and the outer packing steel plate is positioned on the outer side of the concrete column;

and removing the positioning die to obtain the pier stud prefabricated part.

4. The pier manufacturing method according to claim 3, wherein a plurality of heads at one end of the reinforcement cage are inserted into the reinforcement holes of the bottom form, respectively, and threaded fasteners are provided at protruding ends of the heads for fastening, when the reinforcement cage is coupled to the bottom form.

5. The method for manufacturing a pier according to claim 3, wherein the method for manufacturing the pier stud preform further comprises the steps of:

before concrete is poured, a leakage-proof piece is arranged between the bottom template and the inner mould steel plate.

6. The bridge pier manufacturing method according to claim 1, wherein the capping reinforcing bars include a first reinforcing bar and a second reinforcing bar, the second reinforcing bar has a length greater than twice the length of the first reinforcing bar, the first reinforcing bar and the second reinforcing bar extend in substantially the same direction and are inserted on the same surface of the inner form,

after the template base, the inner template and the outer template are disassembled, two first reinforcing ribs which are adjacent to each other to realize pairing are connected through first reinforcing connecting ribs, and two second reinforcing ribs which are located on two sides of the middle of the cover beam prefabricating cavity are connected through second reinforcing connecting ribs.

7. The method of fabricating the pier of claim 1, wherein the method of fabricating the capping beam preform further comprises the steps of:

after the template base, the inner template and the outer template are removed, the obtained precast capping beam is turned over up and down, then positioning steel bars connected with the inner side plate are welded in a precast capping beam cavity,

before concrete is poured into the precast cavity of the cover beam, a support is installed on the precast cover beam through the positioning of positioning steel bars, and part of the support can be embedded in the precast cover beam concrete layer.

8. The method of fabricating the pier of claim 1, wherein the method of fabricating the capping beam preform further comprises the steps of:

the bent cap prefab toward before installing on the pier stud prefab set up the location muscle on the bent cap prefab, with the bent cap prefab toward when installing on the pier stud prefab is right the splice bar is fixed a position.

9. The method for manufacturing a bridge pier according to claim 1, further comprising the steps of:

before concrete is injected into the precast capping beam, an annular outer baffle fixed through a threaded fastener is installed on the upper portion of the outer peripheral surface of the concrete groove frame, wherein the upper end of the outer baffle upwards exceeds the upper peripheral edge of the concrete groove frame and is suitable for being flush with the concrete layer of the capping beam.

10. The method for manufacturing a bridge pier according to claim 9, further comprising the steps of:

before injecting the concrete into the bent cap prefab, set up a plurality of top atress muscle that extend and parallel arrangement each other along the horizontal direction on the bent cap prefab, and make every the both ends of top atress muscle link to each other with pre-buried splice bar respectively, wherein, pre-buried splice bar is in pre-buried formation is in when the bent cap prefab is made the concrete groove frame, top atress muscle is located the top of concrete groove frame.

11. The method for manufacturing a bridge pier according to claim 1, wherein the height H of the formwork base satisfies: h is more than or equal to 800 mm.

12. The method for manufacturing a pier according to claim 1, wherein before the pier stud preform is placed in the installation groove, a shear pin is provided on an outer circumferential surface of a lower portion of the pier stud preform for connection with the outer concrete layer.

13. The method for manufacturing a pier according to claim 1, wherein a positioning boss for positioning the pier stud preform is provided on the installation surface, perpendicularity of the pier stud preform is adjusted after the pier stud preform is placed on the installation surface, and the pier stud preform is fixed by using a tie rod connecting the bearing platform and the pier stud preform.