CN113202017A - Connecting structure between prefabricated assembled pier stud and top cap and construction method - Google Patents
Connecting structure between prefabricated assembled pier stud and top cap and construction method Download PDFInfo
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- CN113202017A CN113202017A CN202010188929.7A CN202010188929A CN113202017A CN 113202017 A CN113202017 A CN 113202017A CN 202010188929 A CN202010188929 A CN 202010188929A CN 113202017 A CN113202017 A CN 113202017A
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- 238000010276 construction Methods 0.000 title claims abstract description 17
- 210000002435 tendon Anatomy 0.000 claims abstract description 69
- 239000011374 ultra-high-performance concrete Substances 0.000 claims abstract description 24
- 230000010485 coping Effects 0.000 claims abstract description 18
- 239000004593 Epoxy Substances 0.000 claims abstract description 9
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 230000002787 reinforcement Effects 0.000 claims description 15
- 239000002002 slurry Substances 0.000 claims description 14
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 10
- 239000000463 material Substances 0.000 claims description 10
- 238000004519 manufacturing process Methods 0.000 claims description 9
- 239000004575 stone Substances 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 7
- 238000000034 method Methods 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 4
- 238000009417 prefabrication Methods 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 2
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 238000003825 pressing Methods 0.000 claims description 2
- 238000007788 roughening Methods 0.000 claims 2
- 239000011150 reinforced concrete Substances 0.000 abstract description 5
- 238000005336 cracking Methods 0.000 abstract description 4
- 239000011148 porous material Substances 0.000 description 8
- 238000010008 shearing Methods 0.000 description 5
- 101100450138 Neurospora crassa (strain ATCC 24698 / 74-OR23-1A / CBS 708.71 / DSM 1257 / FGSC 987) hat-2 gene Proteins 0.000 description 2
- 230000009471 action Effects 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
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Classifications
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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
- E01D2101/26—Concrete reinforced
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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
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
Abstract
The invention provides a connecting structure between a prefabricated assembled pier stud and a top cap and a construction method. By arranging the prestressed tendons, the crack resistance of the splicing seam is improved, and the self-resetting capability and the connection reliability after the earthquake are enhanced; the splicing seams are made of ultra-high performance concrete or epoxy mortar, so that the splicing seams can bear certain tensile stress without cracking, and the durability of the splicing seams is improved; the reinforced concrete shear resistant tenon and the shear resistant groove are arranged to form a tenon clamping structure, so that the joint has strong shear resistance; the connecting structure is particularly suitable for splicing prefabricated pier columns and coping in a large cantilever coping T-shaped pier or a cross-line frame type pier.
Description
Technical Field
The invention relates to the technical field of bridge structure buildings, in particular to a connecting structure between a prefabricated assembled pier stud and a top cap and a construction method.
Background
With the national vigorous popularization of the prefabricated assembled concrete construction technology, the prefabricated assembled piers are continuously adopted in domestic municipal engineering, highway engineering, urban rail transit and railway engineering, and the rapid assembly of the piers is realized through factory manufacturing and mechanical assembly. The prefabricated assembled pier is formed by assembling all components in site in a certain connection mode, and the strength, the shearing resistance, the durability and the like of the connection mode directly influence the safety and the reliability of the prefabricated assembled pier.
The most common connection form between the prefabricated assembled pier stud and the top cap is steel bar sleeve grouting connection or steel bar corrugated pipe connection, and the splicing seam is generally required not to be pulled under a normal operation state and only can be pulled under special working conditions such as earthquake and the like during the design of the two connection modes. When a large cantilever top cap is adopted in the projects of urban rail transit and the like, the splicing seam is in a single-line driving and other deflection states, and the tensile working condition cannot be avoided; or when a frame pier is adopted for crossing lines, pipelines and the like, a tension working condition occurs between the top cap and the pier stud under the action of upper constant load, live load and temperature. When tension occurs in the splicing seams and the tensile stress exceeds the bonding force between the prefabricated parts, the splicing seams can crack and can be continuously expanded under the action of dynamic loads such as live load and the like, so that the durability of the splicing seams is influenced, and the safety and the reliability of splicing connection are influenced. Therefore, neither the steel bar sleeve grouting connection nor the steel bar corrugated pipe connection form is suitable for the above situations. Meanwhile, the coping and the pier stud are generally manufactured separately at the joint, and no shear key is arranged on the coping, so that the shearing resistance is possibly insufficient when the coping and the pier stud are applied to a high-intensity earthquake zone.
Aiming at the defects of the existing connection mode, the problem to be solved urgently is to develop a connection structure between a prefabricated assembled pier column and a top cap and a construction method for improving the crack resistance of a splicing seam.
Disclosure of Invention
In view of the above, the invention aims to provide a connecting structure between a prefabricated assembled pier stud and a top cap and a construction method, wherein the prestressed tendons are arranged, so that the crack resistance of a splicing joint is improved, and the self-resetting capability and the connection reliability after an earthquake are enhanced; the splicing seams are made of ultra-high performance concrete or epoxy mortar, so that the splicing seams can bear certain tensile stress without cracking, and the durability of the splicing seams is improved; the reinforced concrete shear resistant tenon and the shear resistant groove are arranged to form a tenon clamping structure, so that the joint has strong shear resistance; the connecting structure is particularly suitable for splicing prefabricated pier columns and coping in a large cantilever coping T-shaped pier or a cross-line frame type pier.
In order to solve the technical problems, the invention adopts the technical scheme that:
the utility model provides a connection structure between prefabricated pin-connected panel pier stud and hood, includes prefabricated pier stud and prefabricated hood a plurality of prestressing tendons and connecting reinforcement have vertically been laid along it in the prefabricated pier stud be equipped with the pre-buried bellows of a plurality of in the prefabricated hood the reservation has the pore in the pre-buried bellows, pore and prestressing tendons and connecting reinforcement one-to-one, during prefabrication prestressing tendons and connecting reinforcement partly pre-buried in prefabricated pier stud, partly stretch out prefabricated pier stud, when prefabricated pier stud is assembled with prefabricated hood prestressing tendons and connecting reinforcement penetrate the pre-buried bellows of prefabricated hood one by one.
Further, a prefabricated top cap notch is poured at the top end of the prefabricated top cap, a cushion stone is constructed, and the prefabricated top cap notch is larger than the area surrounded by the embedded corrugated pipe.
Furthermore, the top of the prefabricated pier stud is provided with a shear resistant tenon, and shear resistant tenon shear steel bars and shear resistant tenon stirrups are arranged in the shear resistant tenon. And the bottom of the prefabricated top cap is provided with a shear groove, the shear groove corresponds to the shear tenon in position, and after the prefabricated pier stud and the prefabricated top cap are assembled, ultrahigh-performance concrete is injected into the inner gap of the prefabricated top cap.
Furthermore, the shear tenon is circular or rectangular and is positioned in the center of the cross section and protrudes out of the pier top by a certain height, and the shear tenon is of a reinforced concrete structure.
Furthermore, a transverse prestressed tendon duct is prefabricated in the prefabricated top cap during prefabrication, and a transverse prestressed tendon is arranged in the transverse prestressed tendon duct. And the transverse prestressed beams are tensioned in batches, the first batch is tensioned during the manufacturing of the prefabricated top cap, and the second batch is tensioned after the erection of the upper beam body is completed.
Furthermore, the prefabricated pier stud and the prefabricated top cap are assembled through a splicing seam material, the top surface of the prefabricated pier stud is roughened, a splicing seam material with the thickness of 2-4cm is laid, then the prefabricated top cap is hoisted for assembly, and the splicing seam material is made of ultra-high performance concrete or epoxy mortar.
Furthermore, the prestressed tendon anchoring end is located in the prefabricated pier stud, and the tensioning end is located at the top of the prefabricated top cap. The prestressed reinforcing steel bars can adopt finish rolling twisted steel bars or high-strength steel bars.
Furthermore, the prestressed tendons and the pre-embedded corrugated pipes in the prefabricated top cap can adopt a bonding or non-bonding mode. After the prefabricated top cap is hoisted, grouting slurry into the embedded corrugated pipe of the connecting steel bar in the prefabricated top cap in a pressing mode, and anchoring the connecting steel bar; when the prestressed reinforcing steel is bonded, grouting slurry is injected into the pre-embedded corrugated pipe of the prestressed reinforcing steel, and when the prestressed reinforcing steel is unbonded, grouting is not needed.
Furthermore, after a prefabricated top cap is assembled with the two prefabricated pier columns respectively through the structure, a pier column and top cap connecting structure of the span-line frame type pier is formed.
A construction method adopting the connecting structure between the prefabricated assembled pier stud and the top cap comprises the following steps:
the method comprises the following steps: manufacturing a prefabricated pier stud, embedding a prestressed tendon and a connecting steel bar at the top of the prefabricated pier stud, and longitudinally extending the prestressed tendon and the connecting steel bar out of the pier stud for a certain length along the prefabricated pier stud; the shear tenon is prefabricated together with the prefabricated pier stud.
Step two: manufacturing a prefabricated top cap, namely embedding corrugated pipes in the prefabricated top cap, wherein the embedded corrugated pipes correspond to the prestressed tendons and the connecting steel bars one by one; the bottom of the prefabricated top cap is provided with a shear resistant groove; and the prefabricated top cap is provided with a transverse prestressed tendon channel, a first batch of transverse prestressed tendons are tensioned, and the channel grouting is carried out.
Step three: and (4) chiseling the tops of the prefabricated pier columns, and paving and splicing ultrahigh-performance concrete or epoxy mortar at the joints.
Step four: and hoisting the prefabricated top cap, positioning and butting the prefabricated top cap through the shear resistant tenon and the shear resistant groove, and penetrating the prestressed tendons and the connecting steel bars into the embedded corrugated pipe one by one.
Step five: the prestressed tendons are initially tensioned to temporarily lock the prefabricated pier stud and the prefabricated top cap, so that the stability and safety of the structure before the splicing seams reach the strength are ensured; and finally tensioning the prestressed tendons after the splicing seams reach the strength.
Step six: injecting pressure slurry into the pre-buried corrugated pipe of the connecting steel bar in the prefabricated top cap to form anchoring of the connecting steel bar; when the prestressed reinforcing steel is bonded, grouting is performed in the pre-embedded corrugated pipe of the prestressed reinforcing steel, and when the non-bonded prestressed reinforcing steel is used, grouting is not needed.
Step seven: and (3) injecting the ultra-high performance concrete into the gap between the shear key and the shear groove through the grouting pipe, stopping injecting when the ultra-high performance concrete is discharged from the slurry outlet pipe of the prefabricated top cap, and forming the shear structure by the shear key, the shear groove and the ultra-high performance concrete.
Step eight: cutting off the grouting pipe and the grout outlet pipe, and post-pouring top cap notch to compensate the shrinkage concrete, so as to protect the anchorage at the tensioning end of the prestressed tendon and avoid corrosion on one hand; on the other hand, when the top of the top cap is provided with the cushion stone, the elevation of the cushion stone can be adjusted, and the structure elevation after assembly is guaranteed.
Step nine: and erecting an upper beam part, tensioning a second batch of transverse prestressed bundles of the prefabricated top cap, and grouting the pore channel.
Step ten: and finishing construction after all the slurry is cured in place.
Compared with the prior art, the connecting structure between the prefabricated assembled pier stud and the top cap and the construction method have the following advantages:
(1) the prefabricated top cap is constructed in an assembled mode, a support does not need to be erected, and the existing road or railway below the prefabricated top cap does not need to be closed or moved; the top cap assembling construction speed is high, and the construction interference in the whole process is small.
(2) The prefabricated top cap and the prefabricated pier column are connected in a combined mode through the prestressed tendons, the connecting steel bars and the embedded corrugated pipes, and certain compressive stress is generated on the spliced seam through tensioning the prestressed tendons, so that the spliced seam is prevented from tensile stress or the level of the tensile stress is reduced in a normal operation state, the crack resistance of the spliced seam is improved, and the durability is ensured; the prestressed ribs can improve the self-resetting capability of the top cap after the earthquake, the connection of the connecting steel bars and the embedded corrugated pipe provides an energy consumption effect, and the connecting steel bars and the embedded corrugated pipe form a combined connection mode, so that the requirements of stress and earthquake resistance are met, and the residual deformation after the earthquake is reduced; the arrangement of the prestressed ribs increases the reliability of the splicing seam connection.
(3) The splicing seams are made of ultra-high performance concrete or epoxy mortar, and have strong bonding force with the prefabricated top caps and the prefabricated pier columns, so that the splicing seams can bear certain tensile stress without cracking, and the durability is ensured; the splicing seams are allowed to have tensile stress, so that the use amount of prestressed tendons can be reduced, and the cost is saved; the ultra-high performance concrete or epoxy mortar has a certain thickness, and is convenient for leveling and adjusting the elevation of the splicing seam.
(4) The anti-shearing device is formed by utilizing the characteristics of high strength and strong connecting capability of the ultra-high performance concrete and improving the anti-shearing capability between the top cap and the pier stud. The shear tenon adopts a reinforced concrete structure, and the shear steel bar is arranged in the shear tenon, so that the shear requirement is met, and the cost is lower. Meanwhile, the shear tenon has the positioning function when the top cap is assembled, and construction is facilitated.
(5) The connecting structure can ensure the reliability of the splicing seam in a normal operation state, is particularly suitable for a large cantilever top cap T-shaped pier or a cross-line frame type pier, and meets the requirements of connection and assembly between the prefabricated pier stud with a similar structure and the prefabricated top cap.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate an embodiment of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a front view of the present invention;
FIG. 2 is a top view of the present invention;
fig. 3-a is a front view of the prefabricated pier stud of the present invention; 3-b is a top view of the prefabricated pier stud;
FIG. 4, item 4-a, is a front view of the preformed overcap of the present invention; 4-b is a top view of the preformed top cap of the present invention;
FIG. 5 is a front view of a shear groove and shear keys according to the present invention; 5-b is a top view of the shear groove and the shear key in the invention;
FIG. 6 is a front view of another embodiment of the present invention;
fig. 7 is a front view of fig. 6 prior to assembly.
Wherein:
1. prefabricated pier stud 2, prefabricated top cap 3, concatenation seam
4. Prestressed reinforcement 5, connecting reinforcement 6, pre-buried bellows
7. Grouting material 8, top cap notch 9 and shear tenon
91. Shear tenon shear reinforcement 92 and shear tenon stirrup
10. Shearing resistant groove 11, mud jacking pipe 12 and mud discharging pipe
13. Ultra-high performance concrete 14 and cushion stone
15. Transverse prestressed tendon duct 16 and transverse prestressed tendon
Detailed Description
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention. Furthermore, the terms "first", "second", etc. are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first," "second," etc. may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless otherwise specified.
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 meaning of the above terms in the present invention can be understood by those of ordinary skill in the art through specific situations.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
The first embodiment is as follows: as shown in fig. 1-4, a connection structure between prefabricated pin-connected panel pier stud and hood, including prefabricated pier stud 1 and prefabricated hood 2, prefabricated pier stud 1 cross-section is rectangle or circular prefabricated pier stud 1 has staggered arrangement a plurality of prestressing tendons 4 and connecting reinforcement 5 on the cross-section prefabricated pier stud be equipped with a plurality of pre-buried bellows 6 in the prefabricated hood 2 pre-buried bellows 6 reserves the pore, pore and prestressing tendons 4 and connecting reinforcement 5 one-to-one, pore diameter is 2-5cm than prestressing tendons 4, connecting reinforcement 5 one side greatly, makes things convenient for the latter to penetrate. When prefabricating, prestressing tendons 4 and 5 partly pre-buried in prefabricated pier stud 1 of connecting reinforcement, partly stretch out prefabricated pier stud 1, when prefabricated pier stud 1 and prefabricated top hat 2 are assembled prestressing tendons 4 and connecting reinforcement 5 penetrate the pre-buried bellows 6 of prefabricated top hat 2 one by one for the concatenation of prefabricated top hat is in prefabricated pier stud upper portion. And pouring a prefabricated top cap notch at the top end of the prefabricated top cap 2, constructing a cushion stone, wherein the prefabricated top cap notch is larger than the area surrounded by the embedded corrugated pipe.
The anchoring end of the prestressed tendon 4 is positioned in the prefabricated pier stud 1, and the tensioning end is positioned at the top of the prefabricated top cap 2. The prestressed reinforcement 4 can adopt finish rolling twisted steel or high-strength steel bar, and the high-strength steel bar has the characteristics of high strength, small prestress loss and the like, is particularly suitable for short bundles, and can be directly embedded in the prefabricated pier stud. The prestressed tendons 4 and the pre-buried corrugated pipes 6 in the prefabricated top cap 2 can adopt a bonding or non-bonding mode. The non-adhesive form does not need post grouting, and the self-resetting capability of the prefabricated top cap is strong after deformation.
When in prefabrication, a transverse prestressed tendon duct 15 is prefabricated in the prefabricated top cap 2, and a transverse prestressed tendon 16 is arranged in the transverse prestressed tendon duct 15 and is used for resisting upper load. And (3) tensioning the transverse prestressed bundles 16 in batches, wherein the first batch is tensioned during the manufacturing of the prefabricated top cap 2, and the second batch is tensioned after the erection of the upper beam body is completed.
The splicing seam 3 is used as a connecting material of the prefabricated pier stud 1 and the prefabricated top cap 2, the top surface of the prefabricated pier stud 1 is roughened, then a splicing seam material with the thickness of 2-4cm is laid, then the prefabricated top cap 2 is hoisted to be assembled, the splicing seam material is made of ultra-high performance concrete or epoxy mortar, the splicing seam material is strong in bonding force with the prefabricated top cap and the prefabricated pier stud, can resist certain tensile stress without cracking, and meets the stress requirement of the splicing seam.
As shown in fig. 5, a shear tenon 9 is disposed at the top of the prefabricated pier stud 2, and a shear tenon shear reinforcement 91 and a shear tenon stirrup 92 are disposed inside the shear tenon 9. The shear tenon 9 is round or rectangular and is positioned in the center of the cross section and protrudes out of the pier top by a certain height, and the shear tenon 9 is of a reinforced concrete structure. The bottom of the prefabricated top cap 2 is provided with a shear resistant groove 10, the position of the shear resistant groove 10 corresponds to that of the shear resistant tenon 9, and the plane size and the height of the shear resistant groove 10 are 2-5cm larger than that of one side of the shear resistant tenon 9, so that the alignment and the assembly of the shear resistant groove and the shear resistant tenon are facilitated. After the prefabricated pier column 1 and the prefabricated top cap 2 are assembled, the ultrahigh-performance concrete 13 is poured into the inner gap of the prefabricated pier column and the prefabricated top cap, the characteristics of high strength, strong connecting capacity and the like of the ultrahigh-performance concrete are utilized to form a shear-resistant structure, and the shear-resistant capacity of the prefabricated pier column and the prefabricated top cap is improved.
A construction method adopting the connecting structure between the prefabricated assembled pier stud and the top cap comprises the following steps:
the method comprises the following steps: manufacturing a prefabricated pier stud 1, embedding a prestressed tendon 4 and a connecting steel bar 5 in the top of the prefabricated pier stud 1, and longitudinally extending the prestressed tendon 4 and the connecting steel bar 5 out of the pier stud for a certain length along the prefabricated pier stud 1; the shear tenon 9 is prefabricated together with the prefabricated pier stud 1.
Step two: manufacturing a prefabricated top cap 2, embedding corrugated pipes 6 in the prefabricated top cap 2, wherein the embedded corrugated pipes 6 correspond to the prestressed tendons 4 and the connecting steel bars 5 one by one; the bottom of the prefabricated top cap 2 is provided with a shear resistant groove 10; the prefabricated top cap 2 is provided with a transverse prestressed tendon pore passage 15, a first batch of transverse prestressed tendons 16 are tensioned, and pore passage grouting is carried out.
Step three: and (3) chiseling the top of the prefabricated pier stud 1, and paving the splicing seam 3 with ultrahigh-performance concrete or epoxy mortar.
Step four: and hoisting the prefabricated top cap 2, positioning and butting the prefabricated top cap through the shear resistant tenon 9 and the shear resistant groove 10, and penetrating the prestressed tendons 4 and the connecting steel bars 5 into the embedded corrugated pipe 6 one by one.
Step five: the prestressed tendons 4 are initially tensioned and used for temporarily locking the prefabricated pier stud 1 and the prefabricated top cap 2, and the stability and the safety of the structure are ensured before the strength of the splicing seams 3 is reached; and after the splicing seams 3 reach the strength, the prestressed tendons 4 are tensioned finally, and the loss of the prestress is reduced by secondary tensioning.
Step six: grouting slurry 7 into the pre-buried corrugated pipe 6 of the connecting steel bar 5 in the prefabricated top cap 2 to form an anchor for the connecting steel bar 5; when the prestressed tendons 4 are bonded, grouting is performed in the embedded corrugated pipes 6 of the prestressed tendons 4, and when the prestressed tendons 4 are not bonded, grouting is not needed.
Step seven: the ultra-high performance concrete 13 is injected into the gap between the shear key 9 and the shear groove 10 through the grouting pipe 11, the injection is stopped when the ultra-high performance concrete 13 is discharged from the slurry outlet pipe 12 of the prefabricated top cap 2, and the shear key 9, the shear groove 10 and the ultra-high performance concrete 13 form a shear structure.
Step eight: cutting the grouting pipe 11 and the grout outlet pipe 12, and compensating the shrinkage concrete by the post-cast top cap notch 8, so that the anchorage at the tensioning end of the prestressed tendon 4 is protected and the corrosion is avoided; on the other hand, when the top of the top cap is provided with the cushion stone 14, the elevation of the cushion stone 14 can be adjusted, and the structure elevation after assembly is guaranteed.
Step nine: erecting an upper beam part, tensioning a second batch of transverse prestressed beams 16 of the prefabricated top cap 2, and grouting a duct.
Step ten: and finishing construction after all the slurry is cured in place.
Example two: as shown in fig. 6-7, the bridge pier is suitable for a cross-line frame type bridge pier and comprises two prefabricated pier columns and a prefabricated top cap, two identical connecting structures exist between the prefabricated pier columns and the prefabricated top cap, and the specific implementation process is the same as that of the first embodiment.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (10)
1. The utility model provides a connection structure between prefabricated pin-connected panel pier stud and hood, its characterized in that: including prefabricated pier stud and prefabricated hood a plurality of prestressing tendons and connecting bar have vertically been laid along it in the prefabricated pier stud be equipped with the pre-buried bellows of a plurality of in the prefabricated hood the hole has been reserved in the pre-buried bellows, hole and prestressing tendons and connecting bar one-to-one, during the prefabrication prestressing tendons and connecting bar partly pre-buried in prefabricated pier stud, partly stretch out prefabricated pier stud, during the assembly prestressing tendons and connecting bar penetrate the pre-buried bellows of prefabricated hood one by one.
2. The connection structure between prefabricated assembled pier stud and coping of claim 1, characterized in that: and pouring a prefabricated top cap notch at the top end of the prefabricated top cap, constructing a cushion stone, wherein the prefabricated top cap notch is larger than the area surrounded by the embedded corrugated pipe.
3. The connection structure between prefabricated assembled pier stud and coping of claim 1 or 2, characterized in that: the prefabricated pier column top is equipped with the tenon that shears inside tenon shear reinforcement and the tenon stirrup that shears of being equipped with the prefabricated hood bottom is provided with the groove that shears, the groove that shears with the tenon that shears corresponds the setting, and prefabricated pier column and prefabricated hood are assembled and are accomplished the back, and to the groove internal gap pressure injection ultrahigh performance concrete that shears.
4. The connection structure between prefabricated assembled pier stud and coping of claim 3, characterized in that: the shear tenon is circular or rectangular and is positioned in the center of the section and protrudes out of the pier top.
5. The connection structure between prefabricated assembled pier stud and coping of claim 1 or 2, characterized in that: when prefabricating, prefabricating a transverse prestressed tendon duct in the prefabricated top cap, arranging transverse prestressed tendons in the transverse prestressed tendon duct, tensioning the transverse prestressed tendons in batches, wherein the first batch is tensioned when the prefabricated top cap is manufactured, and the second batch is tensioned after the upper beam body is erected.
6. The connection structure between prefabricated assembled pier stud and coping of claim 1, characterized in that: assembling the prefabricated pier stud and the prefabricated top cap through a splicing seam material, roughening the top surface of the prefabricated pier stud, paving a splicing seam material with the thickness of 2-4cm, and hoisting the prefabricated top cap for assembling.
7. The connection structure between prefabricated assembled pier stud and coping of claim 1, characterized in that: the prestressed tendon anchoring end is located in the prefabricated pier stud, the tensioning end is located at the top of the prefabricated top cap, and the prestressed tendon is a finish rolling twisted steel or a high-strength steel bar.
8. The connection structure between prefabricated assembled pier stud and coping of claim 1 or 2, characterized in that: the prestressed tendons and the pre-embedded corrugated pipes in the prefabricated top cap are assembled in a bonding or non-bonding mode; after the prefabricated top cap is hoisted, grouting slurry into the embedded corrugated pipe of the connecting steel bar in the prefabricated top cap in a pressing mode, and anchoring the connecting steel bar; when the prestressed reinforcing steel is bonded, grouting slurry is injected into the pre-embedded corrugated pipe of the prestressed reinforcing steel, and when the prestressed reinforcing steel is unbonded, grouting is not needed.
9. The connection structure between prefabricated assembled pier stud and coping of claim 1, characterized in that: after a prefabricated coping is assembled with two prefabricated pier studs respectively through the connecting structure, the pier stud and coping connecting structure of the span-line frame type pier is formed.
10. A construction method for a connection structure between a prefabricated assembled pier stud and a coping by using the prefabricated assembled pier stud of any one of claims 1 to 9, which is characterized by comprising the following steps:
the method comprises the following steps: manufacturing a prefabricated pier stud, embedding a prestressed tendon and a connecting steel bar at the top of the prefabricated pier stud, and longitudinally extending the prestressed tendon and the connecting steel bar out of the top of the prefabricated pier stud; prefabricating the shear tenon and the prefabricated pier stud together;
step two: manufacturing a prefabricated top cap, namely embedding corrugated pipes in the prefabricated top cap, wherein the embedded corrugated pipes correspond to the prestressed tendons and the connecting steel bars one by one; the bottom of the prefabricated top cap is provided with a shear resistant groove; the prefabricated top cap is provided with a transverse prestressed tendon channel, a first batch of transverse prestressed tendons are tensioned, and grouting is carried out on the channel;
step three: roughening the top of the prefabricated pier stud, and paving and splicing ultrahigh-performance concrete or epoxy mortar;
step four: hoisting the prefabricated top cap, positioning and butting the prefabricated top cap through the shear resistant tenon and the shear resistant groove, and penetrating the prestressed tendons and the connecting steel bars into the embedded corrugated pipe one by one;
step five: the prestressed tendons are initially tensioned to temporarily lock the prefabricated pier stud and the prefabricated top cap, so that the stability and safety of the structure before the splicing seams reach the strength are ensured; after the splicing seams reach the strength, the prestressed tendons are finally tensioned;
step six: injecting pressure slurry into the pre-buried corrugated pipe of the connecting steel bar in the prefabricated top cap to form anchoring of the connecting steel bar; when the prestressed tendons are bonded, grouting slurry is injected into the pre-embedded corrugated pipes of the prestressed tendons, and when the prestressed tendons are unbonded, grouting is not needed;
step seven: injecting the ultra-high performance concrete into a gap between the shear key and the shear groove through the grouting pipe, stopping injecting when the ultra-high performance concrete is discharged from a slurry outlet pipe of the prefabricated top cap, and forming a shear structure by the shear key, the shear groove and the ultra-high performance concrete;
step eight: cutting off the mud jacking pipe and the mud discharging pipe, and post-pouring the top cap notch to compensate the shrinkage concrete;
step nine: erecting an upper beam part, tensioning a second batch of transverse prestressed bundles of the prefabricated top cap, and grouting a duct;
step ten: and finishing construction after all the slurry is cured in place.
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Application publication date: 20210803 |