CN114427188A - Pier column structure adopting segment prefabricated shell and construction method thereof - Google Patents
Pier column structure adopting segment prefabricated shell and construction method thereof Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 85
- 239000004567 concrete Substances 0.000 claims abstract description 68
- 238000000034 method Methods 0.000 claims abstract description 24
- 230000002787 reinforcement Effects 0.000 claims description 30
- 238000009434 installation Methods 0.000 claims description 18
- 238000009415 formwork Methods 0.000 claims description 8
- 239000011374 ultra-high-performance concrete Substances 0.000 claims description 8
- 238000005266 casting Methods 0.000 claims description 7
- 238000009417 prefabrication Methods 0.000 abstract description 12
- 230000008569 process Effects 0.000 abstract description 8
- 210000001503 joint Anatomy 0.000 description 14
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- 230000035882 stress Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000009749 continuous casting Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 4
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- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
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Abstract
The invention discloses a pier stud structure adopting segment prefabricated shells and a construction method thereof, wherein the pier stud structure comprises a plurality of pier stud segments, the plurality of pier stud segments are arranged along the height direction of a pier, two adjacent pier stud segments are connected through a vertical wet joint, any pier stud segment comprises a plurality of prefabricated shells, the prefabricated shells are arranged along the circumferential direction of the pier and form a cylindrical structure which is communicated up and down, and the plurality of prefabricated shells are connected in pairs through circumferential wet joints; and the core filling concrete is filled in the cavity formed by the prefabricated shells. The invention combines the prefabrication process and the cast-in-place process to form a novel construction method of partial prefabrication and partial cast-in-place, and the prefabricated shell of a single pier stud segment is annularly prefabricated in blocks under the condition of ensuring the connection stability of the pier stud segments, thereby effectively reducing the hoisting weight of the prefabricated shell and facilitating prefabrication, transportation and hoisting; and meanwhile, vertical and circumferential wet joints of the pier column sections above and core filling concrete of the pier column sections below are poured, so that synchronization and equal strength are realized, and the construction efficiency of the pier can be effectively improved.
Description
Technical Field
The invention relates to the field of bridge foundation structure construction. More particularly, the present invention relates to a pier stud structure using a segmental prefabricated shell and a construction method thereof.
Background
The construction of the concrete bridge pier (tower) mostly adopts a cast-in-place process, the main construction methods are a mould turning method, a mould climbing method and a sliding mould method, the procedures of steel bar binding, template mounting and dismounting, concrete pouring, maintenance and the like are involved, and the problems of large on-site labor consumption, low work efficiency, large quality control difficulty, large high-altitude operation risk and the like exist. With the continuous development of economy in China, the green and efficient construction requirements are increased day by day, the problem of aging population inevitably leads to the reduction of field labor force and the increase of labor cost, and the traditional construction process faces the urgent need of transformation and upgrading. In order to reduce the using amount of field personnel, reduce the operation safety risk and improve the construction quality and the work efficiency, a part of sea-crossing bridges and municipal bridges start to gradually adopt prefabricated piers. The prefabricated bridge pier is usually constructed by adopting an integral prefabrication or sectional prefabrication method, and has the problems of large hoisting weight, high requirements on equipment and a field and the like, so that the large-area popularization and application are difficult.
In order to solve the problems that a prefabricated bridge pier is large in hanging weight and poor in applicability, a semi-prefabricated bridge pier segment is provided in patent document CN207878263U and comprises a prefabricated outer shell, a prefabricated inner shell, rib plates, hoop reinforcements and vertical main reinforcements, temporary cushion blocks are arranged among the segments, the segments are connected through wet joints, and internal core filling concrete is poured after the joints are equal in strength. The structure described in the above patent has the following problems: the wet joints among the sections and the like strongly occupy key lines, so that the field construction efficiency can be reduced; the inner and outer prefabricated shells and the reinforcement cage are integrally hoisted, and the problem that the hoisting weight is larger for the pier column with larger section size is not fundamentally solved; the prefabricated shell is directly connected with the core filling concrete, and the synergistic stress performance of the shell and the core filling concrete is unclear.
Patent document CN110130212A also proposes an assembled reinforced concrete pier and a construction method thereof, in which a prefabricated shell is composed of a concrete layer and a reinforcement cage, and core filling concrete is poured after installation. The structure and construction method described in the above patent have the following problems: only the prefabricated shell is arranged, and the prefabricated shell cannot be applied to the hollow pier; the prefabricated shell is directly connected with the core filling concrete, the interface bonding performance cannot be guaranteed, no reinforcement is arranged in the core filling, and the core filling part is easy to rapidly crack under the working conditions of large horizontal acting force such as earthquake load and the like, so that the integral stress performance of the structure is insufficient; the shell is monolithic structure, if adopt full-height shell, must exist and hang heavily, easily impaired scheduling problem in prefabricated shell transportation and the installation.
In order to solve the problems, a pier column structure adopting a segment prefabricated shell and a construction method thereof need to be designed, the existing pier column prefabrication method is further optimized, and the hoisting weight of the prefabricated pier is reduced while the construction quality and the construction efficiency of the prefabricated pier are ensured.
Disclosure of Invention
The invention aims to provide a pier stud structure adopting a segmental prefabricated shell and a construction method thereof, wherein a prefabrication process and a cast-in-place process are combined to form a novel construction method of partial prefabrication and partial cast-in-place, and the prefabricated shell of a single pier stud segment is annularly prefabricated in a segmental manner under the condition of ensuring the connection stability of the pier stud segment, so that the hoisting weight of the prefabricated shell is effectively reduced, and the prefabrication, the transportation and the hoisting are convenient; and meanwhile, vertical and circumferential wet joints of the pier column sections above and core filling concrete of the pier column sections below are poured, so that synchronization and equal strength are realized, and the construction efficiency of the pier can be effectively improved.
To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a pier construction using a segment prefabricated shell, comprising a plurality of pier segments arranged in a height direction of a pier, adjacent two pier segments being connected by a vertical wet seam, any of the pier segments comprising:
the prefabricated shells are arranged along the circumferential direction of the bridge pier and form a cylindrical structure which is communicated up and down, and the prefabricated shells are connected pairwise through circumferential wet joints; and the core filling concrete is filled in the cavity formed by the plurality of prefabricated shells.
Preferably, the pier column structure adopting the segmental prefabricated shell comprises a shell and a column body, wherein the shell comprises a hollow shell body; an inner shell disposed inside the outer shell; a plurality of connection ribs which are provided between the outer case and the inner case at intervals in a circumferential direction and which fixedly connect the outer case and the inner case;
the prefabricated casing of polylith of same pier stud segment a plurality of shells, a plurality of inner shells all set up along the circumference of pier, a plurality of shells a plurality of inner shells with the wet seam of hoop forms annular cavity altogether, the core filling concrete is filled in the annular cavity.
Preferably, the pier column structure adopting the segmental prefabricated shell is characterized in that any connecting rib seals the longitudinal section of the annular cavity, and two adjacent connecting ribs and the annular cavity form a groove-shaped structure which is communicated up and down together.
Preferably, the pier column structure adopting the segment prefabricated shell further comprises a plurality of main ribs which are arranged in the annular cavity at intervals along the circumferential direction, and any main rib is arranged along the height direction of the annular cavity; and the plurality of hoop reinforcements are arranged in the annular cavity at intervals along the height direction, and any hoop reinforcement is arranged along the circumferential direction of the annular cavity.
Preferably, the pier stud structure adopting the segmental prefabricated shell further comprises two groups of connecting pieces which are respectively arranged on the adjacent side walls of the outer shell and the inner shell, and any group of connecting pieces comprises a plurality of connecting pieces which are distributed at intervals and fixed on the corresponding side walls.
Preferably, the pier column structure of the segmental prefabricated shell is adopted, a plurality of convex blocks are arranged at the bottom of any prefabricated shell at intervals, a plurality of grooves are arranged at the top of any prefabricated shell at intervals and are in one-to-one correspondence with the convex blocks, the shape of any groove is matched with that of the corresponding convex block, and the depth of each groove is smaller than the height of the corresponding convex block.
The invention also provides a construction method of the pier column structure adopting the segmental prefabricated shell, which comprises the following steps:
s1, dividing the pier into a plurality of pier column sections from bottom to top along the height direction, prefabricating the prefabricated shell of the same pier column section in blocks, and installing a plurality of hoop reinforcement sections between the outer shell and the inner shell of the prefabricated shell at intervals along the height direction, wherein any hoop reinforcement section is arranged along the circumferential direction of the outer shell;
s2, installing a plurality of main ribs on a bearing platform along the circumferential direction of the pier, and then sequentially installing a plurality of prefabricated shells of the first pier column segment on the bearing platform along the circumferential direction of the pier, so that the main ribs penetrate into the prefabricated shells along the height direction and are distributed between the outer shell and the inner shell at intervals along the circumferential direction;
s3, pouring the circumferential wet joint between two adjacent prefabricated shells in the first pier column section by using core filling concrete, and connecting the prefabricated shells pairwise to form a cylindrical structure;
s4, correspondingly installing a plurality of prefabricated shells of a next pier column section on the tops of a plurality of prefabricated shells of an upper pier column section, and connecting two corresponding prefabricated shells in different pier column sections in a matching way through grooves at the tops and convex blocks at the bottoms;
s5, continuously pouring the annular cavity of the upper pier stud segment, the vertical wet joint between the two pier stud segments and the annular wet joint of the lower pier stud segment by using the core filling concrete;
and S6, repeating the steps S4-S5 until the prefabricated shell installation and core filling concrete pouring of all pier column segments are completed.
Preferably, in the construction method of the pier column structure using the segmental prefabricated shell, the method of casting the circumferential wet joint in S3 and S5 includes: installing annular templates on two sides of an annular wet joint between two adjacent prefabricated shells respectively, enabling the outer shells and the inner shells of a plurality of prefabricated shells of the same pier column section to be connected in pairs respectively and form an annular cavity, enabling two connecting ribs at the joint of the two prefabricated shells and the annular cavity to form a groove-shaped structure together, and pouring core filling concrete into the groove-shaped structure and carrying out equal-strength treatment.
Preferably, in the construction method of the pier stud structure using the segment prefabricated shell, in S5, the method for continuously casting the annular cavity of the previous pier stud segment, the vertical wet joint between the two pier stud segments, and the annular wet joint of the next pier stud segment includes:
s51, respectively installing circumferential templates at two sides of the circumferential wet joint of the next pier stud segment;
s52, respectively installing vertical templates at two sides of the vertical wet joint between the two pier stud segments to enable the annular cavities of the two pier stud segments to be communicated and form a continuous pouring space;
and S53, continuously pouring the core filling concrete into the space which is not poured in the annular cavity of the upper pier stud segment, the pouring space between the two vertical formworks and the groove-shaped structure of the lower pier stud segment from bottom to top, and integrally carrying out equal-strength treatment.
Preferably, in the construction method of the pier column structure adopting the segmental prefabricated shell, the annular formworks are respectively installed between the outer side walls of the two outer shells and between the inner side walls of the two inner shells;
before pouring, closing-up nets are respectively arranged between the inner side walls of the two outer shells and between the outer side walls of the two inner shells, and the groove-shaped structure is divided into three layers of pouring cavities from inside to outside; when pouring, pouring ultrahigh-performance concrete into a pouring cavity between the closing-up net and the adjacent annular formwork, and pouring common concrete into a pouring cavity between the two closing-up nets.
The invention at least comprises the following beneficial effects:
1. the pier column structure is segmented along the height direction, and the construction is carried out by combining the prefabrication process with the cast-in-place process, so that a novel construction method of partial prefabrication and partial cast-in-place is formed, the prefabricated shell serves as a pouring template of the pier column segment while playing a main body supporting role, the positioning and the installation of the pier column segment are convenient to carry out rapidly, and a stable integral structure can be formed with core filling concrete after the construction is finished; the prefabricated shell is annularly prefabricated in blocks and connected by adopting annular wet seams, the hanging weight of single installation of the prefabricated shell is effectively reduced while the internal connection stability of pier column segments is ensured, the equipment investment and the transportation cost are reduced, and the prefabricated shell can be suitable for piers with larger section sizes;
2. the bottom of the prefabricated shell is provided with the convex block, the top of the prefabricated shell is provided with the groove, so that the quick matching and positioning among the sections can be realized, a certain pouring space is reserved for the vertical wet joint through the size matching of the convex block and the groove during the connection, the connection quality and durability of the vertical wet joint can be ensured, and the connection strength and the connection stability among the pier column sections are further ensured;
3. the inner shell and the outer shell of the prefabricated shell are connected into a whole by the connecting ribs, so that the span of the prefabricated shell under the action of lateral pressure of concrete is effectively reduced, the prefabricated shell can be prevented from cracking and deforming greatly, the adjacent side walls of the inner shell and the outer shell are provided with the connecting pieces, the bonding performance of the prefabricated shell and core filling concrete can be enhanced, and the integral stress performance and the construction quality of the pier are improved;
4. according to the method, the vertical wet joint and the annular wet joint of the pier column section positioned above and the core filling concrete of the pier column section positioned below are poured simultaneously, under the condition that the connection stability of the pier column sections is guaranteed, the synchronous equal strength of the concrete in different pier column sections can be realized, the construction efficiency of the pier column sections is effectively improved, meanwhile, the annular stirrups are prefabricated in the prefabricated shell in advance, the on-site reinforcement binding amount is reduced, and the construction efficiency is further improved.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
Fig. 1 is a schematic view of a pier construction using a segmental prefabricated shell according to an embodiment of the present invention;
fig. 2 is a schematic construction structure diagram of S1 in a construction method of a pier stud structure using a segmental prefabricated shell according to an embodiment of the present invention;
FIG. 3 is a schematic construction diagram of S2 in the above embodiment;
FIG. 4 is an elevation view schematically illustrating the construction structure of S3 in the above embodiment;
FIG. 5 is a schematic plan view of the construction structure of S3 in the above embodiment;
FIG. 6 is a schematic construction diagram of S4 in the above embodiment;
FIG. 7 is a schematic construction diagram of S5 in the above embodiment;
fig. 8 is a schematic construction structure diagram of S6 in the above embodiment.
Description of reference numerals:
11. an upper pier stud segment; 12. a next pier stud segment; 2. circumferential wet seaming; 21. circumferential template; 3. a vertical wet seam; 4. prefabricating a shell; 41. a housing; 42. an inner shell; 43. a connecting rib; 44. a bump; 45. a groove; 46. a connecting member; 5. filling core concrete; 51. ultra-high performance concrete; 52. ordinary concrete; 6. a main rib; 7. hoop reinforcement; 8. a bearing platform; 9. and (4) closing the net.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; in the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
As shown in fig. 1 to 8, the present invention provides a pier stud structure using a segment prefabricated shell, including a plurality of pier stud segments, which are arranged along the height direction of a pier, two adjacent pier stud segments are connected by a vertical wet seam 3, and any one of the pier stud segments includes:
the prefabricated shells 4 are arranged along the circumferential direction of the bridge pier and form a cylindrical structure which is communicated up and down, and the prefabricated shells 4 are connected in pairs through circumferential wet joints 2; and the core filling concrete 5 is filled in the cavity formed by the plurality of prefabricated shells 4.
Among the above-mentioned technical scheme, adopt pier stud structure of prefabricated casing of segment to set up along direction of height segmentation, arbitrary pier stud segment includes prefabricated casing 4 and fills at the inside core concrete 5 that fills of prefabricated casing 4, and the prefabricated casing adopts the hoop to divide the piece to arrange to reduce the installation hoist weight of monolithic prefabricated casing, reduce equipment input and cost of transportation, adopt hoop wet joint 2 to connect between two adjacent prefabricated casings 4, adopt vertical wet joint 3 to connect between two adjacent layers of prefabricated casings 4 (pier stud segment). Specifically, the space reserved between two adjacent prefabricated shells 4 is the construction position of the annular wet joint 2, the thickness of the annular wet joint 2 is equal to that of a single prefabricated shell 4, and the plurality of prefabricated shells 4 are connected into an integral cylindrical structure in pairs by the plurality of annular wet joints 2 in the same pier column section; the interval that reserves between two adjacent pier stud segments is the construction position of vertical wet joint 3 promptly, the thickness of vertical wet joint 3 and single pier stud segment equals, and a plurality of vertical wet joints 3 in the same pier are two liang of a plurality of pier stud segments as overall structure. The prefabricated shell 4 can be prefabricated by adopting conventional concrete or other types of materials such as ultra-high performance concrete, the specific type and parameters of the core filling concrete can be selected according to the design requirements of the pier (generally adopting the common concrete), and the wet joints (the circumferential wet joint and the vertical wet joint) can be poured by adopting materials such as early strength concrete and the ultra-high performance concrete. When carrying out the layered construction to the pier stud segment from supreme down, the core concrete 5 that fills of last pier stud segment 11 can with the wet seam 2 of the hoop of next pier stud segment 12, vertical wet seam 3 between two pier stud segments is cast-in-place in step and is of equal strength, avoid the wet seam of different positions to wait to reinforce and occupy the key line, and above-mentioned concrete synchronous pouring structure is along vertical direction continuous distribution, the integration of different structures in different pier stud segments has been realized when pouring in step, the reliability and the stability of pier stud segment connection have further been guaranteed behind the equal strength, and simultaneously, the efficiency of construction of core concrete pouring is filled after effectively having improved prefabricated casing installation, can be better be applicable to the great pier of cross sectional dimension, this structure also can be applied to in the construction of column structure, application scope is wide.
In this embodiment, as shown in fig. 1, one pier stud segment comprises two prefabricated shells 4, the inner concave surfaces of the two prefabricated shells 4 are arranged oppositely, and a seam (i.e. a construction position of a circumferential wet seam) is respectively reserved on the adjacent side edges of the two prefabricated shells 4. The shape of the single prefabricated shell is determined according to the sectional shape of the pier, the sectional shape of the integral pier column section is not limited to square, and can be circular or other shapes, the number of the prefabricated shell for partitioning can be determined according to the actual size and construction requirements of the pier, and the prefabricated shell can be prefabricated in an integral layer for a pier body with smaller sectional size, namely, one pier column section corresponds to one prefabricated shell, and the prefabricated shell is arranged along the circumferential direction of the pier to form a cylindrical structure to be filled inside; for pier bodies with larger section sizes, the prefabricated shell can be further divided into a plurality of blocks so as to control the single-time installation hoisting of the prefabricated shell within the range supported by equipment.
In another technical solution, in the pier column structure using segmental prefabricated shells, any prefabricated shell 4 includes an outer shell 41; an inner case 42 provided inside the outer case 41; a plurality of connecting ribs 43 which are provided between the outer shell 41 and the inner shell 42 at intervals in the circumferential direction and which fixedly connect the outer shell 41 and the inner shell 42;
a plurality of outer shells 41 and a plurality of inner shells 42 of the prefabricated shell bodies 4 of the same pier column segment are arranged at intervals along the circumferential direction of the pier, the plurality of outer shells 41 and the plurality of inner shells 42 form an annular cavity together with the circumferential wet joint 2, and the core filling concrete 5 is filled in the annular cavity.
Among the above-mentioned technical scheme, the circumference interval distribution of polylith prefabricated casing 4 edge pier reserves the position of seam between two adjacent prefabricated casings 4, and the convenient follow-up wet seam construction of going on hoop. The inner shell 42 and the outer shell 41 of the prefabricated shell 4 are connected by the connecting ribs 43 to form a whole, so that the annular span of a single prefabricated shell can be effectively reduced, and the problems of cracking, overlarge deformation and the like of the shell under the action of concrete side pressure are avoided. After the construction of the circumferential wet joint 2 is completed, the prefabricated shells 4 are connected in pairs to form a cylindrical structure, the circumferential wet joint 2 arranged at intervals in the annular cavity is poured, discontinuous filling grooves (unfilled parts in the annular cavity) are formed between the inner shell 42 and the outer shell 41 of the prefabricated shell, and the filling core concrete 5 is filled in the filling grooves, so that the integral construction of a single pier column section is completed, the pier column section is a hollow pier column structure with a certain wall thickness, and the wall thickness of the pier column section is the distance between the outer shell 41 and the inner shell 42 of the prefabricated shell. Correspondingly, the thickness of the circumferential wet joint 2 is the same as the wall thickness of the pier stud segment, so that the connection reliability between different prefabricated shells and the overall stability of the pier stud segment are ensured. A plurality of shells 41 of the prefabricated casing of polylith set up along the circumference interval of pier, the inner shell 42 of the prefabricated casing of polylith also sets up along the circumference interval of pier, because the wet seam 2 of hoop has certain thickness, the wet seam 2 of hoop between two adjacent prefabricated casings can connect its two shells 41 and two inner shells 42 simultaneously, thereby, connect the prefabricated casing 4 that the interval set up for the block that the circumference of pier set up in succession, and the each position atress of block is balanced, connect stably. The prefabricated shell, the core filling concrete and the annular wet joint are all concrete structures, and after construction of a single pier column segment is completed, the different prefabricated/cast-in-place structures can be effectively and reliably connected into a whole, so that the integral stress stability of the pier is ensured.
In another technical scheme, in the pier column structure adopting the segmental prefabricated shell, any connecting rib 43 seals the longitudinal section of the annular cavity, and two adjacent connecting ribs 43 and the annular cavity form a groove-shaped structure which is communicated up and down together. Specifically, in this embodiment, the connecting ribs 43 are arranged in the vertical direction (the height direction of the pier) and are as high as the outer shell 41 and the inner shell 42, so that the plurality of connecting ribs 43 can divide an (incomplete) annular cavity formed between the outer shell 41 and the inner shell 42 of the corresponding prefabricated shell into a plurality of relatively independent spaces along the circumferential direction, and on one hand, the arrangement of the connecting ribs enhances the connection strength between the outer shell and the inner shell, and ensures the overall stability of the prefabricated shell during construction; on the other hand, when a plurality of prefabricated shells of the same pier stud segment are constructed, two adjacent prefabricated shells are arranged at intervals, a construction space of the annular wet joint 2 is reserved between the two prefabricated shells, the inner side and the outer side of the annular wet joint can be sealed by the wet joint templates arranged on the inner shell 42 and the outer shell 41, at the moment, the two sides (left side and right side) of the annular wet joint along the circumferential direction are naturally sealed under the action of two adjacent connecting ribs 43 at the joint of the two prefabricated shells, namely, the two connecting ribs 43 at the joint of the two prefabricated shells 4, the inner shell 42, the outer shell 41 and the wet joint templates form a groove-shaped structure with one side being sealed, the annular wet joint 2 construction can be completed by pouring the core filling concrete 5 into the groove-shaped structure, the two connecting ribs 43 play the role of templates when the prefabricated shells 4 are connected, and no additional wet joint template is required to be arranged in the annular cavity, the annular wet joint construction can be conveniently, quickly and accurately completed, and the plurality of prefabricated shells are connected into a whole.
In another technical scheme, the pier column structure adopting the segment prefabricated shell further comprises a plurality of main ribs 6 which are arranged in the annular cavity at intervals along the circumferential direction, and any main rib 6 is arranged along the height direction of the annular cavity; and the plurality of hoop reinforcements 7 are arranged in the annular cavity at intervals along the height direction, and any hoop reinforcement 7 is arranged along the circumferential direction of the annular cavity. For the bulk strength and the stability of guaranteeing pier stud structure, still be provided with main muscle 6 and hoop reinforcement 7 in prefabricated casing 4, wherein, the length (height) of main muscle 6 and the high phase-match of whole pier, set up the vertical annular cavity between inner shell 42 and the shell 41 that passes prefabricated casing of main muscle 6 when the installation, hoop reinforcement 7 can prefabricate the inside at annular cavity in advance, main muscle and hoop reinforcement should stagger on spatial position when the installation and avoid interfering, when core filling concrete construction (packing), main muscle 6 is even as an organic whole with the part of pouring with the annular reinforcement, pour the steel reinforcement cage structure that forms whole pier naturally after accomplishing. When the construction of multilayer pier stud segment, only need set up once main muscle, subsequent pier stud segment can follow the direction of height of main muscle 6 and pile up the construction in proper order, because prefabricated casing 4's annular cavity is for lining up the structure from top to bottom, can be convenient penetrate main muscle 6 and install, the position of main muscle can also be to the installation of prefabricated casing in the different pier stud segments tentatively fix a position and spacing, has further improved efficiency of construction and construction quality. When being provided with prefabricated casing 4 of polylith at same pier stud segment, for the prefabrication and the installation of convenient prefabricated casing, the hoop stirrup 7 of same high position can divide into a plurality of hoop stirrup segments, and arbitrary hoop stirrup 7 segment sets up and rather than fixed along the circumference of the prefabricated casing 4 that corresponds, the inside of prefabricated casing 4 is worn out respectively and extends to adjacent prefabricated casing 4 along the hoop to the both ends of hoop stirrup segment along the horizontal direction, thereby, after the installation of the preliminary location of polylith prefabricated casing is accomplished, a plurality of hoop stirrup segments of same high position form continuous and complete hoop stirrup structure in the space, and a plurality of hoop stirrup segments are even as an organic whole naturally after the wet seam construction of hoop is accomplished, have reduced the reinforcement volume under the condition of guaranteeing construction quality, have further improved the efficiency of construction through prefabricating in advance, the mode of assembling.
In another technical solution, in the pier stud structure using the segmental prefabricated shell, the prefabricated shell 4 further includes two sets of connecting members 46 respectively disposed on the adjacent side walls of the outer shell 41 and the inner shell 42, and any set of connecting members 46 includes a plurality of connecting members 46 which are spaced apart and fixed on the corresponding side walls. Specifically, the connecting members 46 may be constructed by key teeth or embedded steel bars, etc., and are prefabricated on the side walls of the inner shell 42 and the outer shell 41 in advance when the prefabricated shell 4 is manufactured, and the same group of connecting members 46 are uniformly distributed on the corresponding side walls of the inner shell 42 and the outer shell 41, so that when the core-filling concrete 5 is poured into the annular cavity, the adhesive force between the prefabricated shell and the core-filling concrete can be enhanced, and the cooperative stress between the prefabricated shell and the core-filling concrete is ensured.
In another technical solution, in the pier stud structure using the segmental prefabricated shells, a plurality of projections 44 are arranged at intervals at the bottom of any prefabricated shell 4, a plurality of grooves 45 are arranged at intervals at the top, the grooves correspond to the projections 44 one by one, the shapes of any groove 45 and the corresponding projection 44 are matched, and the depth of each groove 45 is smaller than the height of the corresponding projection 44. Among the above-mentioned technical scheme, the bottom and the top of prefabricated casing 4 are equipped with lug 44 and the recess 45 for the quick matching respectively, and the degree of depth that highly is greater than sunken degree of depth of lug 44, adjacent pier stud segment is when the butt joint, the pier stud segment of back installation is installed at the top of last pier stud segment 11, and the prefabricated casing of polylith of next pier stud segment 12 and the prefabricated casing one-to-one of polylith of last pier stud segment 11, two corresponding prefabricated casings through the lug 44 of the prefabricated casing bottom that is located the top and the recess 45 at the prefabricated casing top of the below quick location and accordant connection, because there is the difference in height in lug and recess, two prefabricated casings are automatic after the location and form certain difference in height in the junction, form the construction space that supplies two pier stud segments to connect the vertical wet seam 3 promptly. During actual construction, can be at the whole back of accomplishing of installing of the prefabricated casing of two pier stud segments, set up continuous wet seam template in the handing-over department of pier stud segment (the inside and outside both sides of lug 44 and recess 45 of mutual accordant connection), the construction space between two prefabricated casings 4 that will correspond seals, and this space all communicates with two upper and lower annular cavities, core filling concrete 5 is pour downwards to the annular cavity of rethread top, can realize the major structure of last pier stud segment 11, the synchronous pouring of the wet seam 2 of the vertical wet seam 3 of adjacent pier stud structure and the hoop of next pier stud segment 12. The matching structure of the convex blocks 44 and the grooves 45 provides a construction space for pouring of the vertical wet joints, so that the wet joint templates can be conveniently and accurately positioned and rapidly installed, the connection quality and durability of the vertical wet joints are ensured, and the connection strength and connection stability between pier column sections are further ensured.
The invention also provides a construction method of the pier column structure adopting the segmental prefabricated shell, which comprises the following steps:
s1, dividing the pier into a plurality of pier column sections from bottom to top along the height direction, prefabricating the prefabricated shell 4 of the same pier column section in blocks, and installing a plurality of hoop reinforcement sections between the outer shell 41 and the inner shell 42 of the prefabricated shell at intervals along the height direction, wherein any hoop reinforcement section is arranged along the circumferential direction of the outer shell 41;
s2, installing a plurality of main ribs 6 on a bearing platform 8 along the circumferential direction of a pier, and then sequentially installing a plurality of prefabricated shells 4 of a first pier column segment on the bearing platform 8 along the circumferential direction of the pier, so that the main ribs 6 penetrate into the prefabricated shells 4 along the height direction and are distributed between the outer shell 41 and the inner shell 42 at intervals along the circumferential direction;
s3, pouring the circumferential wet joint 2 between two adjacent prefabricated shells 4 in the first pier column section by using the core filling concrete 5, and connecting the prefabricated shells 4 in pairs to form a cylindrical structure;
s4, correspondingly installing a plurality of prefabricated shells 4 of a next pier column section 12 on the tops of a plurality of prefabricated shells 4 of an upper pier column section 11, and connecting two corresponding prefabricated shells 4 in different pier column sections in a matching way through a groove 45 at the top and a convex block 44 at the bottom;
s5, continuously pouring the annular cavity of the upper pier stud segment 11, the vertical wet joint 3 between the two pier stud segments and the annular wet joint 2 of the lower pier stud segment 12 by using the core filling concrete 5;
and S6, repeating the steps S4-S5 until the installation of the prefabricated shell 4 of all pier column sections and the pouring of the core filling concrete 5 are completed.
In this embodiment, divide into two pier column segments with the major structure of pier, arbitrary pier column segment includes two prefabricated casings 4, and arbitrary prefabricated casing 4 is the square groove type structure including three sides, and the concave surface of two prefabricated casings 4 sets up relatively, forms tubular structure after the wet seam 2 of hoop is connected, and tubular structure's lateral wall sets up along the circumference of pier in succession. Specifically, in S1, the same high position department of annular cavity is equipped with two-layer hoop reinforcement (inlayer, skin), and it sets up along the horizontal direction interval, and inlayer hoop reinforcement is whole to be located the inboard of outer hoop reinforcement, and according to the quantity of prefabricated casing 4 in same pier stud segment, same hoop reinforcement 7 is divided into a plurality of hoop reinforcement segments, and it corresponds installs in the inside of prefabricated casing 4 and rather than fixed. In S2, before the installation of prefabricated shell piecemeal, earlier on bearing platform 8 single ligature the main muscle 6 of two pier stud segments is in order to promote the work efficiency of steel bar engineering, transfers prefabricated shell 4, and it is internal to make main muscle 6 penetrate the annular chamber in prefabricated shell 4, and main muscle 6 staggers with hoop 7 position on the horizontal direction, avoids transferring in-process main muscle 6 and prefabricated shell 4 to interfere, and in this embodiment, main muscle 6 can penetrate between the two-layer hoop 7 in prefabricated shell 4. In S3, after all the prefabricated shells 4 of the same pier stud segment are initially positioned and installed, pouring of the circumferential wet joints 2 between the prefabricated shells 4 is started until the prefabricated shells are connected in pairs to form a complete cylindrical structure. In S4-S5, the prefabricated shell of the next pier stud segment 12 is installed firstly, then the annular cavity of the previous pier stud segment 11, the vertical wet joint 3 between the two pier stud segments and the annular wet joint 2 of the next pier stud segment 12 are synchronously and continuously cast, and three filling structures with different heights, namely the main structure of the previous pier stud segment 11, the vertical wet joint 3 between the two pier stud segments and the annular wet joint 2 of the next pier stud segment 12, are integrally formed, so that the construction efficiency is improved on one hand, and the body and the connecting structure of the two pier stud segments are conveniently subjected to equal strength treatment on the other hand. Because only two pier stud segments are arranged in the embodiment, in the step S6, the core filling concrete 5 of the next pier stud segment 12 can be directly poured, and the construction of the whole pier stud is completed.
In the practical application of the construction method of the pier column structure adopting the segmental prefabricated shell, the main body structure of the pier can be further divided into more pier column segments according to the actual construction situation, the subsequent pier column segments are repeatedly constructed according to the steps of S4-S5, and in S6, after the prefabricated shell 4 of the final pier column segment is installed and the annular wet joint 2 is poured, core filling concrete filling of a plurality of prefabricated shells of the final pier column segment is separately performed (namely, filling of the annular cavity of the final pier column segment, which does not belong to the annular wet joint). Alternatively, after the prefabricated shell and wet joint construction of the two pier column sections are completed by the method in S4-S5 with the two pier column sections as a whole, the core-filled concrete filling of the main structure of the upper pier column section is directly performed in S6 to complete the whole construction of the two pier column sections, and then the contents of S2-S6 are repeated with the whole pier column section as a base to perform the construction of the next whole pier column section.
In another technical solution, in the construction method of the pier column structure using the segmental prefabricated shell, S3 and S5, the method of casting the circumferential wet joint 2 includes: installing the annular templates 21 on two sides of the annular wet joint 2 between two adjacent prefabricated shells 4 respectively to enable the outer shells 41 and the inner shells 42 of the prefabricated shells 4 of the same pier column section to be connected in pairs respectively and form an annular cavity, forming a groove-shaped structure by two connecting ribs 43 at the joint of the two prefabricated shells 4 and the annular cavity together, and pouring core filling concrete 5 into the groove-shaped structure and performing equal-strength treatment. Therefore, when the annular wet joint 2 is poured, the original connecting rib 43 structure of the prefabricated shell 4 is used as a part of a pouring template, and the annular wet joint 2 can be quickly positioned and constructed by matching the annular template 21. Wherein, after installing annular form 21 respectively on outer shell 41 and inner shell 42 of prefabricated casing 4, can adopt split bolt or other coupling mechanism with two annular form 21 further fixed connection to guarantee the overall stability of wet seam template of hoop, improve the construction quality of wet seam of hoop.
In another technical solution, in the construction method of the pier stud structure using the segment prefabricated shell, in S5, the method of continuously casting the annular cavity of the previous pier stud segment 11, the vertical wet joint 3 between the two pier stud segments, and the annular wet joint 2 of the next pier stud segment 12 includes:
s51, respectively installing circumferential templates 21 at two sides of the circumferential wet joint 2 of the next pier stud segment 12;
s52, respectively installing vertical templates at two sides of the vertical wet joint 3 between the two pier stud sections to communicate the annular cavities of the two pier stud sections and form a continuous casting space;
and S53, continuously pouring the space which is not poured in the annular cavity of the upper pier stud segment 11, the pouring space between the two vertical formworks and the groove-shaped structure of the lower pier stud segment 12 from bottom to top, and pouring the core filling concrete 5 in the groove-shaped structure of the lower pier stud segment 12, and performing equal-strength treatment on the whole.
In the above technical solution, through the hoop template 21 and the vertical template that set up respectively, the annular continuous casting space that has communicated each other has been formed between two pier stud segments, at this moment, from the top in whole construction area, downwards continuous casting core filling concrete 5 through the annular cavity of next pier stud segment 12, receive the structural constraint of continuous casting space itself, can make the annular cavity of last pier stud segment 11, the vertical wet joint 3 between two pier stud segments and the hoop wet joint 2 integrated into one piece of next pier stud segment 12, need not additionally wait for the time that the core filling concrete in the different casting spaces solidifies respectively and the equistrength, in addition, S51, the installation of hoop template 21 and the vertical template in S52 can go on simultaneously, the efficiency of construction of whole pier stud has been improved by a wide margin.
In another technical solution, in the construction method of the pier stud structure using the segmental prefabricated shell, the circumferential formworks 21 are respectively installed between the outer sidewalls of the two outer shells 41 and between the inner sidewalls of the two inner shells 42;
before pouring, a closing net 9 is respectively arranged between the inner side walls of the two outer shells 41 and between the outer side walls of the two inner shells 42, so that the groove-shaped structure is divided into three layers of pouring cavities from inside to outside; during pouring, ultra-high performance concrete 51 is poured into a pouring cavity between the closing-up net 9 and the adjacent annular template 21, and ordinary concrete 52 is poured into the pouring cavity between the two closing-up nets 9. In order to improve the circumferential connection performance between the prefabricated shells, in the technical scheme, the pouring spaces of the circumferential wet joints 2 are layered, the ultrahigh-performance concrete 51 is cast in two outer-layer pouring cavities (the parts coinciding with the wall thickness ranges of the outer shell 41 and the inner shell 42), the common concrete 52 is poured in the inner-layer pouring cavity, the closing-up net 9 is arranged between the two types of concrete, the material mixing can be avoided, and meanwhile, the bonding strength between interfaces is increased. Meanwhile, the outer shell 41 and the inner shell 42 of the prefabricated shell 4 are also prefabricated by adopting ultra-high performance concrete, so that the performance of the concrete in the pouring cavity which is overlapped with the wall thickness range is kept consistent, and an integral structure with balanced stress can be formed after annular wet joint pouring is finished.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (10)
1. The utility model provides an adopt pier stud structure of prefabricated casing of segment, its characterized in that, includes a plurality of pier stud segments, and its direction of height along the pier sets up, and two adjacent pier stud segments are connected through vertical wet seam, and arbitrary pier stud segment includes:
the prefabricated shells are arranged along the circumferential direction of the bridge pier and form a cylindrical structure which is communicated up and down, and the prefabricated shells are connected in pairs through circumferential wet joints; and the core filling concrete is filled in the cavity formed by the plurality of prefabricated shells.
2. The pier stud structure using segmental prefabricated shells according to claim 1, wherein any prefabricated shell comprises an outer shell; an inner shell disposed inside the outer shell; a plurality of connection ribs which are provided between the outer case and the inner case at intervals in a circumferential direction and which fixedly connect the outer case and the inner case;
the prefabricated casing of polylith of same pier stud segment a plurality of shells, a plurality of inner shells all set up along the circumference of pier, a plurality of shells a plurality of inner shells with the wet seam of hoop forms annular cavity altogether, the core filling concrete is filled in the annular cavity.
3. The pier column structure adopting the segmental prefabricated shell according to claim 2, wherein any connecting rib closes the longitudinal section of the annular cavity, and two adjacent connecting ribs and the annular cavity form a groove-shaped structure which is communicated up and down together.
4. The pier stud structure adopting the segment prefabricated shell according to claim 2, wherein the pier stud segment further comprises a plurality of main ribs which are arranged in the annular cavity at intervals along the circumferential direction, and any main rib is arranged along the height direction of the annular cavity; and the plurality of hoop reinforcements are arranged in the annular cavity at intervals along the height direction, and any hoop reinforcement is arranged along the circumferential direction of the annular cavity.
5. The pier construction using segmental prefabricated casings according to claim 2, wherein the prefabricated casings further comprise two sets of connecting members respectively disposed on the side walls of the outer shells adjacent to the inner shells, and each set of connecting members comprises a plurality of connecting members which are spaced apart and fixed on the corresponding side walls.
6. The pier stud structure adopting the segmental prefabricated shells according to claim 1, wherein the bottom of any prefabricated shell is provided with a plurality of projections at intervals, the top of any prefabricated shell is provided with a plurality of grooves at intervals, the plurality of projections correspond to the grooves at one to one, the shape of any groove is matched with that of the corresponding projection, and the depth of each groove is smaller than the height of the corresponding projection.
7. A construction method of a pier column structure adopting a segmental prefabricated shell is characterized by comprising the following steps:
s1, dividing the pier into a plurality of pier column sections from bottom to top along the height direction, prefabricating the prefabricated shell of the same pier column section in blocks, and installing a plurality of hoop reinforcement sections between the outer shell and the inner shell of the prefabricated shell at intervals along the height direction, wherein any hoop reinforcement section is arranged along the circumferential direction of the outer shell;
s2, installing a plurality of main ribs on a bearing platform along the circumferential direction of the pier, and then sequentially installing a plurality of prefabricated shells of the first pier column segment on the bearing platform along the circumferential direction of the pier, so that the main ribs penetrate into the prefabricated shells along the height direction and are distributed between the outer shell and the inner shell at intervals along the circumferential direction;
s3, pouring the circumferential wet joint between two adjacent prefabricated shells in the first pier column section by using core filling concrete, and connecting the prefabricated shells pairwise to form a cylindrical structure;
s4, correspondingly installing a plurality of prefabricated shells of a next pier column section on the tops of a plurality of prefabricated shells of an upper pier column section, and connecting two corresponding prefabricated shells in different pier column sections in a matching way through grooves at the tops and convex blocks at the bottoms;
s5, continuously pouring the annular cavity of the upper pier stud segment, the vertical wet joint between the two pier stud segments and the annular wet joint of the lower pier stud segment by using the core filling concrete;
and S6, repeating the steps S4-S5 until the prefabricated shell installation and core filling concrete pouring of all pier column segments are completed.
8. The method of constructing a pier stud structure using segmental prefabricated shells according to claim 7, wherein the step of casting the circumferential wet joints in S3 and S5 comprises: and respectively installing annular templates on two sides of an annular wet joint between two adjacent prefabricated shells, enabling the outer shells and the inner shells of a plurality of prefabricated shells of the same pier column section to be connected in pairs respectively and form annular cavities, enabling two connecting ribs at the joint of the two prefabricated shells and the annular cavities to jointly form a groove-shaped structure, and then pouring core filling concrete into the groove-shaped structure and carrying out equal-strength treatment.
9. The method of constructing a pier stud structure using a segmental prefabricated shell according to claim 8, wherein in the step S5, the method of continuously casting the annular cavity of the upper pier stud segment, the vertical wet joint between two pier stud segments and the annular wet joint of the lower pier stud segment comprises:
s51, respectively installing circumferential templates at two sides of the circumferential wet joint of the next pier stud segment;
s52, respectively installing vertical templates at two sides of the vertical wet joint between the two pier stud segments to enable the annular cavities of the two pier stud segments to be communicated and form a continuous pouring space;
and S53, continuously pouring the core filling concrete into the space which is not poured in the annular cavity of the upper pier stud segment, the pouring space between the two vertical formworks and the groove-shaped structure of the lower pier stud segment from bottom to top, and integrally carrying out equal-strength treatment.
10. The construction method of a pier stud structure using segmental prefabricated casings according to claim 8, wherein the circumferential formworks are respectively installed between the outer sidewalls of the two outer casings and between the inner sidewalls of the two inner casings;
before pouring, a closing net is respectively arranged between the inner side walls of the two outer shells and between the outer side walls of the two inner shells, and the groove-shaped structure is divided into three layers of pouring cavities from inside to outside; during pouring, ultra-high performance concrete is poured into a pouring cavity between the closing-up net and the adjacent annular formwork, and common concrete is poured into a pouring cavity between the two closing-up nets.
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| CN116695548A (en) * | 2023-08-04 | 2023-09-05 | 上海建工二建集团有限公司 | Longitudinal split narrow-slit connecting structure of overhead bridge capping beam and construction method |
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