CN115094778B - Method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars - Google Patents
Method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars Download PDFInfo
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- CN115094778B CN115094778B CN202210958905.4A CN202210958905A CN115094778B CN 115094778 B CN115094778 B CN 115094778B CN 202210958905 A CN202210958905 A CN 202210958905A CN 115094778 B CN115094778 B CN 115094778B
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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
- E01D18/00—Bridges specially adapted for particular applications or functions not provided for elsewhere, e.g. aqueducts, bridges for supporting pipe-lines
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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
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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
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
- E04C5/03—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance with indentations, projections, ribs, or the like, for augmenting the adherence to the concrete
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/08—Members specially adapted to be used in prestressed constructions
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/08—Members specially adapted to be used in prestressed constructions
- E04C5/12—Anchoring devices
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
- E04C5/162—Connectors or means for connecting parts for reinforcements
- E04C5/163—Connectors or means for connecting parts for reinforcements the reinforcements running in one single direction
- E04C5/165—Coaxial connection by means of sleeves
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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
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Abstract
The invention discloses a method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars, which relates to the technical fields of subway systems, urban area fast rail systems, light rail systems, medium-low speed magnetic levitation traffic systems, straddle type monorail systems and the like, and comprises the following steps: the vertical prestressed tendons comprise a pile foundation, a bearing platform and a prefabricated T-shaped pier, wherein the vertical prestressed tendons 5 are bonded with the T-shaped prefabricated pier and the bearing platform 2 through grouting materials. A large number of supports and templates do not need to be erected in the T-shaped pier construction process, potential safety hazards and safety risks of objects falling from high altitude are reduced, meanwhile, operations such as template erection, steel bar binding and concrete pouring do not need to be performed on the construction site, construction efficiency is fully improved, influence on existing road traffic is small, and the problem of environmental pollution which cannot be solved by dust, slurry, noise, light and the like on the construction site is solved.
Description
Technical Field
The invention relates to the technical field of overhead buildings, in particular to a method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars.
Background
Track traffic elevated line generally lays along the way or the roadside of existing road, and the substructure construction adopts traditional cast-in-place construction method more, need occupy the road for a long time, influences the traffic, and its disadvantage is more, mainly includes:
(1) a large number of supports and templates need to be erected on site, so that potential safety hazards are high, and safety risks are high;
(2) the field operation requires a large amount of labor force;
(3) the construction efficiency is low, and the construction period is long;
(4) the influence on the existing road traffic is large, and the social influence is large;
(5) the generated dust, slurry, noise, light and other environmental pollution are serious and the like.
The urban viaduct construction, especially in busy traffic areas, requires the influence of construction on traffic to be minimized, and the development of modern cities has higher requirements on the construction of the rail transit viaduct. Therefore, there is a need for a method of connecting prefabricated T-piers by means of bonded tendons and reinforcing bars, which at least partially solves the problems of the prior art.
Disclosure of Invention
A series of concepts in a simplified form are introduced in the summary section, which is described in further detail in the detailed description section. This summary of the invention is not intended to identify key features or essential features of the claimed subject matter, nor is it intended to be used as an aid in determining the scope of the claimed subject matter.
To at least partially solve the above problems, the present invention provides a method for connecting prefabricated T-shaped piers by means of bonded tendons and reinforcing bars, comprising: the prefabricated bridge comprises a pile foundation, a bearing platform and a prefabricated T-shaped bridge pier; the cushion cap sets up on the pile foundation, prefabricated T type pier sets up on the cushion cap, be provided with vertical prestressing tendons on the prefabricated T type pier, vertical prestressing tendons runs through the prefabricated pier of T type extends to in the cushion cap, vertical prestressing tendons through grout material with the prefabricated pier of T type with the cushion cap bonds.
Preferably, the prefabricated T-shaped pier comprises a prefabricated pier column and a prefabricated capping beam; the top surface of cushion cap is provided with the connecting reinforcement, the bottom of prefabricated pier stud is provided with a plurality of grout sleeve, the quantity of connecting reinforcement with grout sleeve suits, and the connecting reinforcement with grout sleeve pegs graft, be provided with a plurality of pier stud reinforcing bar in the prefabricated pier stud, the quantity of pier stud reinforcing bar with grout sleeve's quantity suits, the bottom of pier stud reinforcing bar with grout sleeve intercommunication, run through at the top of pier stud reinforcing bar the top of prefabricated pier stud and with the pier stud bellows of prefabricated bent cap bottom is pegged graft.
Preferably, the top of the prefabricated capping beam is provided with a first through hole, the top of the prefabricated pier stud is provided with a second through hole, and the top of the bearing platform is provided with an anchoring end hole; the vertical prestressed tendons sequentially penetrate through the first through hole and the second through hole and extend into the anchoring end holes, and grouting materials are filled in the first through hole, the second through hole and the anchoring end holes.
Preferably, a self-locking anchoring end is arranged in the anchoring end hole, the bottom of the vertical prestressed tendon is connected with the self-locking anchoring end, and the top of the vertical prestressed tendon is fixed to the top of the prefabricated capping beam through an anchor sealing block.
Preferably, the joints of the prefabricated capping beam and the prefabricated pier column and the joints of the prefabricated pier column and the bearing platform are provided with adjusting cushion blocks.
Preferably, detachable slurry blocking templates are arranged at the joints of the prefabricated capping beams and the prefabricated pier columns and the joints of the prefabricated pier columns and the bearing platform, the adjusting cushion blocks are wrapped in the slurry blocking templates, and non-shrinkage mortar cushions are filled in the slurry blocking templates.
Preferably, the grout blocking template comprises a first horizontal plate and a second horizontal plate, a first half ring is arranged on the first horizontal plate, a second half ring is arranged on the second horizontal plate, the first half ring and the second half ring are symmetrically arranged, a buckle plate is arranged on the first half ring and the first horizontal plate, a fastener is symmetrically arranged on the second horizontal plate and the second half ring, the first half ring and the second half ring can be in matched sealing connection through the fastener and the buckle plate, the diameters of the first half ring and the second half ring are matched with those of the prefabricated pier stud, the first horizontal plate and the second horizontal plate can be in matched sealing connection through the fastener and the buckle plate, a grout injection port is arranged on the first horizontal plate, and a grout discharge port is arranged on the second horizontal plate.
Preferably, the automatic aligning device comprises an inner hole member and a reinforcing steel bar member; the hole internal part is arranged in the grouting sleeve and the pier stud corrugated pipe, the steel bar part is arranged at the end part of the connecting steel bar and the end part of the pier stud steel bar, and the hole internal part and the steel bar part are in a horn mouth shape;
the hole internal part comprises a wiring end, a first transition section and an alignment end, wherein the alignment end is the bottom opening of the grouting sleeve and the pier stud corrugated pipe, the inner diameter of the alignment end is larger than the opening diameters of the grouting sleeve and the pier stud corrugated pipe, the wiring end positioned in the grouting sleeve is connected with the pier stud steel bar, and the first transition section is provided with a plurality of first open grooves;
the reinforcing bar spare includes insertion end, second changeover portion and calibration end, the connecting reinforcement with the pier stud reinforcing bar all with the inner wall of calibration end is pegged graft, the insertion end with the inner wall of aiming at the end is pegged graft, the second changeover portion is provided with a plurality of second open slot, the length of second open slot is greater than the length of first open slot, the second open slot is followed the second changeover portion extends to the calibration end.
The invention provides a method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars, which comprises the following steps:
s1: after the pile foundation construction is finished, arranging a bearing platform;
s2: hoisting the prefabricated pier stud, inserting the connecting steel bar into the grouting sleeve, ensuring that the anchoring end hole is communicated with the second through hole, adjusting the prefabricated pier stud to a space position to meet the requirement, and then grouting into the grouting sleeve to complete the primary connection of the bearing platform and the prefabricated pier stud;
s3: hoisting the prefabricated capping beam, inserting pier stud steel bars into the pier stud corrugated pipe and ensuring that the first through hole is communicated with the second through hole, and grouting from bottom to top in the pier stud corrugated pipe after adjusting the prefabricated capping beam to meet the requirements of spatial position so as to finish the primary connection of the prefabricated pier stud and the prefabricated capping beam;
s4: and penetrating the vertical prestressed tendons into the first through hole, the second through hole and the anchoring end hole from top to bottom until the bottoms of the vertical prestressed tendons are connected with the self-locking anchoring end, filling grouting materials into the first through hole, the second through hole and the anchoring end hole after the vertical prestressed tendons are tensioned, and fixing the tops of the vertical prestressed tendons at the tops of the prefabricated capping beams through the anchor sealing blocks.
Preferably, step S2 includes
S201: arranging an adjusting cushion block at the joint of the bearing platform and the prefabricated pier stud;
s202: hoisting the prefabricated pier stud, inserting the connecting steel bar into the grouting sleeve and ensuring that the anchoring end hole is communicated with the second through hole, detecting whether the prefabricated pier stud meets the spatial position requirement or not, and adjusting the quantity of the cushion blocks according to the requirement until the prefabricated pier stud meets the spatial position requirement;
s203: installing a mortar blocking template at the joint of the bearing platform and the prefabricated pier stud, filling a non-shrinkage mortar cushion layer, and grouting into the grouting sleeve to complete the primary connection of the bearing platform and the prefabricated pier stud;
step S3 includes
S301: arranging an adjusting cushion block at the joint of the prefabricated pier stud and the prefabricated capping beam;
s302: hoisting the prefabricated capping beam, inserting pier stud steel bars into the pier stud corrugated pipe and ensuring that the first through holes are communicated with the second through holes, detecting whether the prefabricated capping beam meets the spatial position requirement or not, and adjusting the quantity of the cushion blocks according to the requirement until the prefabricated capping beam meets the spatial position requirement;
s303: and (3) installing a slurry blocking template at the joint of the prefabricated pier stud and the prefabricated capping beam, filling a non-shrinkage mortar cushion layer, and simultaneously pressing slurry into the pier stud corrugated pipe from bottom to top to finish the primary connection of the prefabricated pier stud and the prefabricated capping beam.
Compared with the prior art, the invention at least comprises the following beneficial effects:
when an overhead line is laid in a road of an existing road, a pile foundation and a bearing platform can be poured in advance, after the pile foundation and the bearing platform are arranged, the prefabricated T-shaped pier is hoisted, the prefabricated T-shaped pier is connected with the bearing platform, grouting is performed to complete primary connection, vertical prestressed ribs are arranged from the top to the bottom of the top of the prefabricated T-shaped pier in a penetrating mode and are connected and fixed with the bearing platform, then the vertical prestressed ribs are tensioned to enable the prefabricated T-shaped pier to be connected with the bearing platform in a vertical direction in a pre-stressed mode, the stability of the structure of the prefabricated T-shaped pier and the stability of the T-shaped pier to be connected with the bearing platform are improved, grouting materials are filled in the position where the vertical prestressed ribs are connected with the prefabricated T-shaped pier and the bearing platform, the vertical prestressed ribs can be bonded with the prefabricated T-shaped pier and the bearing platform, the requirement of the rail traffic lower portion structure is met, the stability and the service life of the T-shaped pier are improved, a large number of supports and templates are not needed when the T-shaped pier is constructed, safety hazards of high-altitude bridge construction and safety objects and safety and construction of the road can be constructed, the road is not affected by light, the cement mortar, the road can be constructed on-site, the road, the problems that the road slab construction site construction can not be caused by the construction, the cement and the construction can be avoided, the road can be caused by dust pollution of the road, and the road can be avoided, and the road can be avoided.
Other 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
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention. In the drawings:
fig. 1 is an exploded view of a method for connecting prefabricated T-shaped piers by means of bonded tendons and reinforcing steel bars according to the present invention.
Fig. 2 is a perspective view of the left side view of fig. 1.
Fig. 3 is a schematic structural view of the method for connecting prefabricated T-shaped piers by means of the bonded prestressed tendons and the steel bars according to the present invention.
Fig. 4 is a schematic structural view of a grout blocking template in the method for connecting the prefabricated T-shaped piers by the bonded prestressed tendons and the steel bars according to the present invention.
Fig. 5 is a schematic view of an automatic aligning apparatus at a cap in the method for connecting prefabricated T-shaped piers by means of bonded tendons and reinforcing steel bars according to the present invention.
Fig. 6 is a schematic view of the automatic aligning device for splicing the bearing platform in the method for connecting the prefabricated T-shaped piers by the bonded prestressed tendons and the steel bars according to the present invention.
In the figure: the method comprises the following steps of 1 pile foundation, 2 bearing platform, 21 connecting steel bar, 22 anchoring end hole, 23 self-locking anchoring end, 3 prefabricated pier stud, 31 grouting sleeve, 32 pier stud steel bar, 33 second through hole, 4 prefabricated cover beam, 41 pier stud corrugated pipe, 42 first through hole, 5 vertical prestressed bar, 51 sealing anchor block, 6 adjusting cushion block, 7 blocking slurry template, 71 first horizontal plate, 72 second horizontal plate, 73 first half ring, 74 second half ring, 75 buckle plate, 76 fastener, 8 non-shrinkage mortar cushion layer, 9 automatic aligning device, 91 terminal, 92 first transition section, 93 aligning end, 94 first open slot, 95 insertion end, 96 second transition section, 97 aligning end and 98 second open slot.
Detailed Description
The present invention is further described in detail below with reference to the drawings and examples so that those skilled in the art can practice the invention with reference to the description.
It will be understood that terms such as "having," "including," and "comprising," as used herein, do not preclude the presence or addition of one or more other elements or groups thereof.
As shown in fig. 1 to 6, the present invention provides a method for connecting prefabricated T-shaped piers by means of bonded tendons and reinforcing bars, comprising: the method comprises the following steps of 1, a pile foundation, 2 and a prefabricated T-shaped pier; the bearing platform 2 is arranged on the pile foundation 1, the prefabricated T-shaped bridge pier is arranged on the bearing platform 2, vertical prestressed tendons 5 are arranged on the prefabricated T-shaped bridge pier, the vertical prestressed tendons 5 penetrate through the prefabricated T-shaped bridge pier and extend to the inside of the bearing platform 2, and the vertical prestressed tendons 5 are bonded with the prefabricated T-shaped bridge pier and the bearing platform 2 through grouting materials.
The working principle and the beneficial effects of the technical scheme are as follows: through the design of the structure, when an elevated line is laid in the road of the existing road, the pile foundation 1 and the bearing platform 2 can be poured in advance, after the pile foundation 1 and the bearing platform 2 are arranged, the prefabricated T-shaped pier is hoisted, the prefabricated T-shaped pier is connected with the bearing platform 2, grouting is carried out to complete primary connection, then the vertical prestressed tendons 5 penetrate through the top of the prefabricated T-shaped pier from top to bottom, the vertical prestressed tendons 5 are connected and fixed with the bearing platform 2, then the vertical prestressed tendons 5 are tensioned to lead the prefabricated T-shaped pier and the bearing platform 2 to carry out vertical prestressed compaction, thus increasing the stability of the self structure of the prefabricated T-shaped pier and the connection stability between the prefabricated T-shaped pier and the bearing platform 2, then, the prefabricated T-shaped pier and the bearing platform 2 are connected with the vertical prestressed tendons 5, and the vertical prestressed tendons 5 can be bonded with the prefabricated T-shaped pier and the bearing platform 2 from bottom to top, so that the stress requirement of a lower structure of rail transit is met, the stability and the service life of the T-shaped pier are improved, a large number of supports and templates are not required to be erected during construction of the T-shaped pier, potential safety hazards and safety risks of falling objects are reduced, meanwhile, operations such as template erection, reinforcement binding, concrete pouring and the like are not required to be performed on a construction site, the construction efficiency is fully improved, the influence on existing road traffic is small, and the problem of environmental pollution which cannot be solved by dust, slurry, noise, light and the like cannot be generated on the construction site.
In one embodiment, the prefabricated T-pier comprises prefabricated pier stud 3 and prefabricated capping beam 4; the top surface of cushion cap 2 is provided with connecting bar 21, the bottom of prefabricated pier stud 3 is provided with a plurality of grout sleeve 31, connecting bar 21's quantity with grout sleeve 31 suits, and connecting bar 21 with grout sleeve 31 is pegged graft, be provided with a plurality of pier stud reinforcing bar 32 in the prefabricated pier stud 3, pier stud reinforcing bar 32's quantity with grout sleeve 31's quantity suits, pier stud reinforcing bar 32's bottom with grout sleeve 31 intercommunication, pier stud reinforcing bar 32's top is run through prefabricated pier stud 3's top and with the pier stud bellows 41 of prefabricated bent cap 4 bottom is pegged graft. The top of the prefabricated capping beam 4 is provided with a first through hole 42, the top of the prefabricated pier stud 3 is provided with a second through hole 33, and the top of the bearing platform 2 is provided with an anchoring end hole 22; the vertical prestressed tendon 5 sequentially penetrates through the first through hole 42 and the second through hole 33 and extends into the anchoring end hole 22, and grouting materials are filled in the first through hole 42, the second through hole 33 and the anchoring end hole 22. And a self-locking anchoring end 23 is arranged in the anchoring end hole 22, the bottom of the vertical prestressed tendon 5 is connected with the self-locking anchoring end 23, and the top of the vertical prestressed tendon 5 is fixed on the top of the precast capping beam 4 through an anchor sealing block 51. And adjusting cushion blocks 6 are arranged at the joints of the prefabricated capping beams 4 and the prefabricated pier columns 3 and the joints of the prefabricated pier columns 3 and the bearing platforms 2. The prefabricated capping beam 4 and the prefabricated pier stud 3 are connected with the prefabricated pier stud 3 and the bearing platform 2 through detachable mortar blocking templates 7, the adjusting cushion block 6 is wrapped in the mortar blocking templates 7, and the mortar blocking templates 7 are filled with non-shrinkage mortar cushion layers 8.
The working principle and the beneficial effects of the technical scheme are as follows: through the design of the structure, when the bearing platform 2 is poured, the self-locking anchoring end 23 is reserved in the bearing platform 2 and is used for being automatically connected with the vertical prestressed tendon 5, the first through hole 42, the second through hole 33 and the anchoring end hole 22 form a mounting hole of the vertical prestressed tendon 5, the root of the vertical prestressed tendon 5 is positioned at the top of the prefabricated capping beam 4, the bottom of the vertical prestressed tendon 5 penetrates through the prefabricated capping beam 3 from top to bottom into the anchoring end hole 22 of the bearing platform 2 from the prefabricated capping beam 4 after the primary connection of the prefabricated pier stud 3 with the prefabricated capping beam 4 and the bearing platform 2 is completed, the self-locking connection is carried out with the self-locking anchoring end 23, then the vertical prestressed tendon 5 is tensioned, so that the prefabricated capping beam 4, the prefabricated pier stud 3 and the bearing platform 2 are in a state of extrusion stress, then grout is pressed from bottom to top in the mounting hole, and the vertical prestressed tendon 5 is bonded and fixed with the prefabricated capping beam 3, the prefabricated capping beam 4 and the bearing platform 2 under the stress state, finally, the tensioning end of the vertical prestressed tendon 5 (namely the root of the vertical prestressed tendon 5 positioned at the top of the prefabricated capping beam 4) is anchored at the top of the prefabricated capping beam 4 through an anchor block 51, so that the firmness of the connection between the prefabricated pier stud 3 and the prefabricated capping beam 4 and between the prefabricated pier stud 3 and the bearing platform 2 is realized, the stress requirement of the overhead substructure is met, when the prefabricated pier stud 3 and the prefabricated capping beam 4 are assembled, an adjusting cushion block 6 needs to be installed on the bearing platform 2, then the top of a connecting steel bar 21 poured and fixed in the bearing platform 2 is inserted into a grouting sleeve 31 at the bottom of the prefabricated pier stud 3 for pre-assembly, the position of the adjusting cushion block 6 is adjusted until the prefabricated pier stud 3 meets the requirement of the specified spatial position, the prefabricated pier stud 3 is lifted after the adjustment is completed, a grout blocking template 7 is installed at the connection part of the bearing platform 2 and the prefabricated pier stud 3, laying a non-shrinkage mortar cushion layer 8 in the mortar blocking template 7, putting down the prefabricated pier stud 3, filling slurry in the grouting sleeve 31 to connect the connecting steel bar 21 with the pier stud steel bar 32, wherein the non-shrinkage mortar cushion layer 8 can fill the gap of the joint and overflow the mortar blocking template 7, dismounting the mortar blocking template 7 after the non-shrinkage mortar cushion layer 8 reaches the use standard, finishing the primary connection of the prefabricated pier stud 3 and the bearing platform 2, thereby ensuring the verticality between the prefabricated pier stud 3 and the bearing platform 2, and uniformly dispersing the force borne by the prefabricated pier stud 3 on the bearing platform 2 to prolong the service life and improve the stress strength of the T-shaped pier, and the prefabricated coping 4 and the prefabricated pier stud 3 are connected in the same manner, thereby saving the pouring time of the pier stud and the coping stud, and realizing the leveling effect of the prefabricated pier stud 3 and the prefabricated coping 4 by the mortar blocking template 7 and the adjusting cushion block 6, thereby effectively reducing the construction difficulty, saving the steps and labor cost and improving the construction efficiency.
In one embodiment, the grout blocking plate 7 comprises a first horizontal plate 71 and a second horizontal plate 72, wherein a first half ring 73 is disposed on the first horizontal plate 71, a second half ring 74 is disposed on the second horizontal plate 72, the first half ring 73 and the second half ring 74 are symmetrically disposed, a fastening plate 75 is disposed on the first half ring 73 and the first horizontal plate 71, a fastening member 76 is symmetrically disposed on the second horizontal plate 72 and the second half ring 74, the first half ring 73 and the second half ring 74 can be connected by the fastening member 76 and the fastening plate 75 in a sealing manner, the first half ring 73 and the second half ring 74 have diameters corresponding to those of the prefabricated pier stud 3, the first horizontal plate 71 and the second horizontal plate 72 can be connected by the fastening member 76 and the fastening plate 75 in a sealing manner, a grout injection port is disposed on the first horizontal plate 71, and a grout discharge port is disposed on the second horizontal plate 72.
The working principle and the beneficial effects of the technical scheme are as follows: by the above structural design, taking the connection between the bearing platform 2 and the prefabricated pier stud 3 as an example, because the prefabricated pier stud 3 is the main load-bearing, load-bearing and force-transmission carrier of the lower part of the elevated frame, the grout-blocking formworks 7 are all arranged with the prefabricated pier stud 3 as the main body, because the diameter of the first half ring 73 and the second half ring 74 is adapted to the prefabricated pier stud 3, the first half ring 73 and the second half ring 74 can be wrapped on the outer wall of the prefabricated pier stud 3 through the cooperation between the buckle plate 75 and the buckle ring 76, and simultaneously the first horizontal plate 71 and the second horizontal plate 72 can be spliced into a whole through the cooperation between the buckle plate 75 and the buckle ring 76, because the prefabricated pier stud 3 is taken as the main body, after the grout-blocking formwork 7 is installed, the first horizontal plate 71 and the second horizontal plate 72 are not in the same plane with the surface of the bearing platform 2 (under the actions of casting and concrete solidification, expansion, contraction, the surface of the bearing platform 2 is not a horizontal plane), a non-shrinkage mortar cushion layer 8 is filled into the joint of the prefabricated pier stud 3 and the bearing platform 2 through a grouting opening, the non-shrinkage mortar cushion layer 8 is pressed and overflows from the gap between the bearing platform 2 and a horizontal plate after filling the gap between the prefabricated pier stud 3 and the bearing platform 2 and adjusting the gap between the cushion blocks 6, at the moment, the bearing platform 2 can be assisted to level (or automatically level) at the joint between the bearing platform and the prefabricated pier stud 3 under the action of the horizontal plate, so that the stress of the prefabricated pier stud 3 can be fully released on the bearing platform 2, the conditions of cracking caused by uneven stress and service life reduction are avoided, when the initial connection between the prefabricated pier stud 3 and the prefabricated capping beam 4 is carried out, the prefabricated pier stud 3 is taken as a main body, the filled non-shrinkage mortar cushion layer 8 still overflows from the grouting opening, the filling rate is slowed down by attention of a prompt worker, the non-shrinkage mortar cushion layer 8 is continuously filled until the non-shrinkage mortar cushion layer 8 overflows from the edge of the horizontal plate, at the moment, the non-shrinkage mortar cushion layer 8 is made to fill up gaps between the prefabricated cover beam 4 and the prefabricated pier stud 3 under the action of self adhesion force, leveling (or self-leveling) between the prefabricated cover beam 4 and the prefabricated pier stud 3 is realized, so that load borne by the prefabricated cover beam 4 can be uniformly applied to the prefabricated pier stud 3, the stability and uniformity of integral stress of a pier are improved, the service life of the pier is prolonged, meanwhile, the detachable structure of the mortar blocking template 7 enables operation to be more convenient, the mortar blocking template can be recycled after the non-shrinkage mortar layer 8 is poured, if the mortar blocking template 7 made of metal materials can be placed after installation, the mortar blocking template 7 can be fixed on the prefabricated pier stud 3 after the solidification of the non-shrinkage mortar layer 8, further reinforcement when the prefabricated pier stud 3 is connected with the cushion cap 2 and the prefabricated cover beam 4 is realized, meanwhile, the earthquake resistance of connection can be increased through the mortar blocking template 7 made of metal materials, the effect of buffering is achieved, and the effect of avoiding repeated vibration damage of the connection under the repeated vibration.
In one embodiment, the automatic aligning device 9 is further included, and the automatic aligning device 9 comprises a hole inner piece and a steel bar piece; the hole internal member is arranged in the grouting sleeve 31 and the pier stud corrugated pipe 41, the steel bar member is arranged at the end part of the connecting steel bar 21 and the end part of the pier stud steel bar 32, and the hole internal member and the steel bar member are in a horn mouth shape;
the hole inner part comprises a terminal 91, a first transition section 92 and an alignment end 93, the alignment end 93 is the bottom opening of the grouting sleeve 31 and the pier stud corrugated pipe 41, the inner diameter of the alignment end 93 is larger than the opening diameter of the grouting sleeve 31 and the pier stud corrugated pipe 41, the terminal 91 in the grouting sleeve 31 is connected with the pier stud steel bar 31, and the first transition section 92 is provided with a plurality of first open grooves 94;
the reinforcing bar spare includes insertion end 95, second changeover portion 96 and calibration end 97, connecting reinforcement 21 with pier stud reinforcing bar 3 all with the inner wall of calibration end 97 is pegged graft, insertion end 95 with the inner wall of aiming at end 93 is pegged graft, second changeover portion 96 is provided with a plurality of second open slot 98, the length of second open slot 98 is greater than the length of first open slot 94, second open slot 98 is followed second changeover portion 96 extends to calibration end 97.
The working principle and the beneficial effects of the technical scheme are as follows: taking the hoisting between the bearing platform 2 and the prefabricated pier stud 3 as an example, in order to effectively reduce the probability of workers appearing in a hoisting area during hoisting and improve the hoisting splicing efficiency, a steel bar part is arranged at the end part of the connecting steel bar 21, a hole internal part is arranged in the grouting sleeve 31 and is also connected with the end part of the pier stud steel bar 3 through a terminal 91, when the hoisting splicing is carried out, the bell-mouth-shaped steel bar part can effectively prompt the worker who remotely operates the crane to connect the position of the steel bar 21, after the prefabricated pier stud 3 is close to the bearing platform 2, along with the swinging and the lowering of the prefabricated pier stud 3 during hoisting, the insertion end 95 of the steel bar part can contact the alignment end 93 of the hole internal part, the alignment end 93 is the bell mouth of the hole internal part, so that the insertion end 95 can be quickly and accurately inserted into the first transition section 92 along with the insertion end 95, the first transition section 92 can be propped open along the first open slot 94, the insertion end 95 is finally inserted into the terminal 91 under the action of gravity of the prefabricated pier stud 3, the end of the connecting steel bar 21 is inserted into the second transition section 96 from the calibration end 97 and enters the insertion end 95 until the prefabricated pier stud 3 is completely placed on the bearing platform 2, the end of the connecting steel bar 21 is inserted into the terminal 91 through the insertion end 95 and abuts against the end of the pier stud steel bar 3, the calibration end 97 abuts against the alignment end 93, the calibration end 97 and the second transition section 96 are extruded and deformed through the second open slot 98 along with the insertion of the connecting steel bar 21, the prefabricated pier stud 3 is extruded and expanded under the gravity of the prefabricated pier stud, and finally the first transition section 92, the alignment end 93, the second transition section 96 and the calibration end 97 are extruded, expanded and deformed and clamped on the inner wall of the grouting sleeve 31 to preliminarily position the connecting steel bar 21, it is fixed, when grout sleeve 31 is in the grout, the thick liquids can get into first open slot 94 (as shown in fig. 6) and fill full all gaps between coupling bar 21 and grout sleeve 31 from second open slot 98, thereby realize strengthening the purpose of the fixed effect of preliminary connection, through automatic alignment device 9, can effectively provide the instruction for crane driver and commander in hoist and mount, reduce the condition that the workman goes to hoist and mount region and carries out artifical fine setting prefabricated pier stud 3 position, thereby reduce the probability of occurence of failure, automatic alignment device 9 adopts the metal material to make, can remain in grout sleeve 31 after hoist and mount are accomplished, and provide location and temporary fixation's function for assembling of pier under the condition that does not influence the filling, automatic alignment device 9 can act as the interior muscle after the filling, in order to compensate the connection stability that the disconnected connection between coupling bar 21 and the pier stud reinforcing bar 31 brought, the poor problem of transmission effect.
The invention provides a method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars, which comprises the following steps:
s1: after the construction of the pile foundation 1 is finished, a bearing platform 2 is arranged;
s2: hoisting the prefabricated pier stud 3, inserting the connecting steel bar 21 into the grouting sleeve 31, ensuring that the anchoring end hole 22 is communicated with the second through hole 33, adjusting the prefabricated pier stud 3 to a space position to meet requirements, and then grouting into the grouting sleeve 31 to complete the primary connection of the bearing platform 2 and the prefabricated pier stud 3;
s3: hoisting the prefabricated capping beam 4, inserting the pier stud reinforcing steel bar 32 into the pier stud corrugated pipe 41 and ensuring that the first through hole 42 is communicated with the second through hole 33, and grouting the prefabricated capping beam 4 from bottom to top in the pier stud corrugated pipe 41 after the spatial position meets the requirement, so as to finish the primary connection of the prefabricated pier stud 3 and the prefabricated capping beam 4;
s4: the vertical prestressed tendons 5 penetrate through the first through hole 42, the second through hole 33 and the anchoring end hole 22 from top to bottom until the bottom of the vertical prestressed tendons 5 is connected with the self-locking anchoring end 23, grouting materials are filled in the first through hole 42, the second through hole 33 and the anchoring end hole 22 after the vertical prestressed tendons 5 are tensioned, and the top of the vertical prestressed tendons 5 is fixed to the top of the prefabricated capping beam 4 through the anchor sealing block 51.
Step S2 comprises
S201: arranging an adjusting cushion block 6 at the joint of the bearing platform 2 and the prefabricated pier stud 3;
s202: hoisting the prefabricated pier stud 3, inserting the connecting steel bars 21 into the grouting sleeve 31, ensuring that the anchoring end hole 22 is communicated with the second through hole 33, detecting whether the prefabricated pier stud 3 meets the spatial position requirement, and adjusting the number of the adjusting cushion blocks 6 according to the requirement until the prefabricated pier stud 3 meets the spatial position requirement;
s203: installing a mortar blocking template 7 at the joint of the bearing platform 2 and the prefabricated pier stud 3, filling a non-shrinkage mortar cushion layer 8, and grouting into the grouting sleeve 31 to complete the primary connection of the bearing platform 2 and the prefabricated pier stud 3;
step S3 includes
S301: arranging an adjusting cushion block 6 at the joint of the prefabricated pier stud 3 and the prefabricated capping beam 4;
s302: hoisting the prefabricated capping beam 4, inserting the pier stud steel bars 32 into the pier stud corrugated pipe 41 and ensuring that the first through holes 42 are communicated with the second through holes 33, detecting whether the prefabricated capping beam 4 meets the requirement of the spatial position, and adjusting the number of the adjusting cushion blocks 6 according to the requirement until the prefabricated capping beam 4 meets the requirement of the spatial position;
s303: and (3) installing a grout blocking template 7 at the joint of the prefabricated pier stud 3 and the prefabricated bent cap 4, filling a non-shrinkage mortar cushion layer 8, and simultaneously pressing grout into the pier stud corrugated pipe 41 from bottom to top to finish the primary connection of the prefabricated pier stud 3 and the prefabricated bent cap 4.
The working principle and the beneficial effects of the technical scheme are as follows: through the design of above-mentioned structure, with overhead lower part pier construction fragmentation, modularization, need not occupy existing road again and pour pier and bent cap, can accelerate the construction progress greatly, reduce the occupation time of existing road, saved and pour the pier etc. and set up support, template, wait for the process and the time that cement solidifies to further reduce the risk of falling object in the high altitude, reduced the social pollution that the construction caused.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be considered limiting of the invention.
In the present invention, unless otherwise explicitly stated or limited, the terms "mounted," "connected," "fixed," and the like are to be construed broadly, e.g., as being permanently connected, detachably connected, or integral; may be mechanically coupled, may be electrically coupled or may be in communication with each other; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood according to specific situations by those of ordinary skill in the art.
While embodiments of the invention have been disclosed 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 (8)
1. A method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars is characterized by comprising the following steps: the prefabricated bridge pier comprises a pile foundation (1), a bearing platform (2) and a prefabricated T-shaped bridge pier; the bearing platform (2) is arranged on the pile foundation (1), the prefabricated T-shaped pier is arranged on the bearing platform (2), vertical prestressed tendons (5) are arranged on the prefabricated T-shaped pier, the vertical prestressed tendons (5) penetrate through the prefabricated T-shaped pier and extend into the bearing platform (2), and the vertical prestressed tendons (5) are bonded with the prefabricated T-shaped pier and the bearing platform (2) through grouting materials;
the prefabricated T-shaped pier comprises a prefabricated pier column (3) and a prefabricated capping beam (4); the top surface of the bearing platform (2) is provided with connecting steel bars (21), the bottom of the prefabricated pier stud (3) is provided with a plurality of grouting sleeves (31), the number of the connecting steel bars (21) is matched with the number of the grouting sleeves (31), the connecting steel bars (21) are inserted into the grouting sleeves (31), a plurality of pier stud steel bars (32) are arranged in the prefabricated pier stud (3), the number of the pier stud steel bars (32) is matched with the number of the grouting sleeves (31), the bottom of the pier stud steel bars (32) is communicated with the grouting sleeves (31), and the top of the pier stud steel bars (32) penetrates through the top of the prefabricated pier stud (3) and is inserted into a pier stud corrugated pipe (41) at the bottom of the prefabricated capping beam (4);
the automatic aligning device (9) comprises a hole inner piece and a steel bar piece; the hole internals are arranged in the grouting sleeve (31) and the pier stud corrugated pipe (41), the steel bar pieces are arranged at the end part of the connecting steel bar (21) and the end part of the pier stud steel bar (32), and the hole internals and the steel bar pieces are in a horn mouth shape;
the hole inner part comprises a terminal (91), a first transition section (92) and an alignment end (93), the alignment end (93) is the bottom opening of the grouting sleeve (31) and the pier stud corrugated pipe (41), the inner diameter of the alignment end (93) is larger than the opening diameter of the grouting sleeve (31) and the pier stud corrugated pipe (41), the terminal (91) in the grouting sleeve (31) is connected with the pier stud steel bar (31), and the first transition section (92) is provided with a plurality of first open grooves (94);
reinforcing bar spare includes insertion end (95), second changeover portion (96) and calibration end (97), connecting reinforcement (21) with pier stud reinforcing bar (3) all with the inner wall of calibration end (97) is pegged graft, insertion end (95) with the inner wall of aiming at end (93) is pegged graft, second changeover portion (96) are provided with a plurality of second open slot (98), the length of second open slot (98) is greater than the length of first open slot (94), second open slot (98) are followed second changeover portion (96) extend to calibration end (97).
2. The method for connecting the prefabricated T-shaped piers by the bonded prestressed tendons and the steel bars according to claim 1, characterized in that the top of the prefabricated capping beam (4) is provided with a first through hole (42), the top of the prefabricated pier stud (3) is provided with a second through hole (33), and the top of the bearing platform (2) is provided with an anchoring end hole (22); the vertical prestressed tendons (5) penetrate through the first through hole (42) and the second through hole (33) in sequence and extend into the anchoring end hole (22), and grouting materials are filled in the first through hole (42), the second through hole (33) and the anchoring end hole (22).
3. The method for connecting the prefabricated T-shaped piers by the bonded prestressed tendons and the steel bars according to claim 2, characterized in that self-locking anchoring ends (23) are arranged in the anchoring end holes (22), the bottoms of the vertical prestressed tendons (5) are connected with the self-locking anchoring ends (23), and the tops of the vertical prestressed tendons (5) are fixed on the tops of the prefabricated capping beams (4) through anchor sealing blocks (51).
4. The method for connecting prefabricated T-shaped piers by means of bonded prestressed tendons and steel bars according to claim 3, characterized in that the joints of the prefabricated capping beams (4) and the prefabricated pier columns (3) and the joints of the prefabricated pier columns (3) and the bearing platform (2) are provided with adjusting cushion blocks (6).
5. The method for connecting the prefabricated T-shaped piers through the bonded prestressed tendons and the steel bars according to claim 4, characterized in that the joints of the prefabricated capping beams (4) and the prefabricated pier stud (3) and the joints of the prefabricated pier stud (3) and the bearing platform (2) are respectively provided with a detachable grout blocking template (7), the adjusting cushion blocks (6) are wrapped in the grout blocking templates (7), and the grout blocking templates (7) are filled with non-shrinkage mortar cushion layers (8).
6. Method for connecting prefabricated T-piers by means of bonded tendons and steel reinforcement according to claim 5, characterized in that said grout blocking template (7) comprises a first horizontal plate (71) and a second horizontal plate (72), said first horizontal plate (71) is provided with a first half ring (73), said second horizontal plate (72) is provided with a second half ring (74), said first half ring (73) and said second half ring (74) are symmetrically arranged, said first half ring (73) and said first horizontal plate (71) are provided with a pinch plate (75), said second horizontal plate (72) and said second half ring (74) are symmetrically provided with a fastener (76), said first half ring (73) and said second half ring (74) can be connected with said pinch plate (75) by means of a sealing fit between said fastener (76), said first half ring (73) and said second half ring (74) have diameters adapted to said prefabricated pier stud (3), said first horizontal plate (71) and said second horizontal plate (72) are provided with a sealing fit between said grout blocking plate (72) and said pinch plate (75), said horizontal plate (71) is provided with a sealing fit between said grout blocking plate and said horizontal plate (71) and said horizontal plate (75).
7. The method for connecting prefabricated T-shaped piers by means of bonded prestressed tendons and steel bars according to claim 6, characterized by comprising the following steps:
s1: after the construction of the pile foundation (1) is finished, arranging a bearing platform (2);
s2: hoisting the prefabricated pier stud (3), inserting the connecting steel bar (21) into the grouting sleeve (31), ensuring that the anchoring end hole (22) is communicated with the second through hole (33), adjusting the prefabricated pier stud (3) to a space position to meet requirements, and then grouting into the grouting sleeve (31) to complete the primary connection of the bearing platform (2) and the prefabricated pier stud (3);
s3: hoisting the prefabricated capping beam (4), inserting a pier stud steel bar (32) into the pier stud corrugated pipe (41) and ensuring that the first through hole (42) is communicated with the second through hole (33), adjusting the prefabricated capping beam (4) to meet the space requirement, and then grouting the pier stud corrugated pipe (41) from bottom to top to finish the primary connection of the prefabricated pier stud (3) and the prefabricated capping beam (4);
s4: penetrate first through hole (42), second through hole (33) and anchor end hole (22) with vertical prestressing tendons (5) top-down, until the bottom of vertical prestressing tendons (5) with connect from locking-type anchor end (23), stretch-draw vertical prestressing tendons (5) back, to anchor end hole (22), second through hole (33) and first through hole (42) interior mud jacking from bottom to top, the top of vertical prestressing tendons (5) is fixed through sealing anchor block (51) the top of prefabricated bent cap (4).
8. The method of connecting prefabricated T-shaped piers by means of bonded tendons and reinforcing bars as claimed in claim 7, wherein the step S2 comprises
S201: arranging an adjusting cushion block (6) at the joint of the bearing platform (2) and the prefabricated pier stud (3);
s202: hoisting the prefabricated pier stud (3), inserting the connecting steel bar (21) into the grouting sleeve (31) and ensuring that the anchoring end hole (22) is communicated with the second through hole (33), detecting whether the prefabricated pier stud (3) meets the spatial position requirement, and adjusting the number of the adjusting cushion blocks (6) according to the requirement until the prefabricated pier stud (3) meets the spatial position requirement;
s203: a mortar blocking template (7) is installed at the joint of the bearing platform (2) and the prefabricated pier stud (3), a non-shrinkage mortar cushion layer (8) is filled, and meanwhile, grouting is performed in the grouting sleeve (31) to complete the primary connection of the bearing platform (2) and the prefabricated pier stud (3);
step S3 comprises
S301: arranging an adjusting cushion block (6) at the joint of the prefabricated pier stud (3) and the prefabricated capping beam (4);
s302: hoisting the prefabricated capping beam (4), inserting a pier stud steel bar (32) into the pier stud corrugated pipe (41) and ensuring that the first through hole (42) is communicated with the second through hole (33), detecting whether the prefabricated capping beam (4) meets the requirement of the spatial position, and adjusting the number of the adjusting cushion blocks (6) according to the requirement until the prefabricated capping beam (4) meets the requirement of the spatial position;
s303: and (3) installing a grout blocking template (7) at the joint of the prefabricated pier stud (3) and the prefabricated capping beam (4), filling a non-shrinkage mortar cushion layer (8), and simultaneously pressing grout into the pier stud corrugated pipe (41) from bottom to top to finish the primary connection of the prefabricated pier stud (3) and the prefabricated capping beam (4).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210958905.4A CN115094778B (en) | 2022-08-10 | 2022-08-10 | Method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars |
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| CN202210958905.4A CN115094778B (en) | 2022-08-10 | 2022-08-10 | Method for connecting prefabricated T-shaped piers through bonded prestressed tendons and steel bars |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1117706A (en) * | 1964-12-21 | 1968-06-19 | George Hubmann | Elevated traffic surface and method of building same |
| CN110468681A (en) * | 2019-08-21 | 2019-11-19 | 无锡市锡山三建实业有限公司 | A kind of unit construction bridge girder construction and construction method |
Family Cites Families (24)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1348131A (en) * | 1970-05-28 | 1974-03-13 | Dobson Park Ind | Cast or moulded structures and the making thereof |
| US5425152A (en) * | 1992-08-14 | 1995-06-20 | Teron International Building Technologies Ltd. | Bridge construction |
| FR2701734B1 (en) * | 1993-02-19 | 1995-04-07 | Beauthier Jean Marie | Process for the construction of works under an embankment to support a railway or the like. |
| JP3818072B2 (en) * | 2001-02-26 | 2006-09-06 | 株式会社大林組 | Multi-column composite pier structure and its construction method |
| JP4324085B2 (en) * | 2004-11-29 | 2009-09-02 | 株式会社千代田コンサルタント | Seismic strengthening method and seismic strengthening structure for all directions of piers in existing bridges |
| KR100839439B1 (en) * | 2007-12-11 | 2008-06-19 | 주식회사 지구코퍼레이션 | Moment connection structure combining a superstructure with substructure in the prefabricated rahmen bridge and method constructing rahmen bridge with the structure |
| KR101034973B1 (en) * | 2008-06-09 | 2011-05-17 | 한국건설기술연구원 | Bridge and its construction method using tide arch hybrid girders by connecting precast blocks |
| CN105755952B (en) * | 2016-04-15 | 2017-12-22 | 柳州欧维姆机械股份有限公司 | Implanted elastic caoutchouc stand apparatus and its construction method being connected for prefabricated concrete bridge pier stud with cushion cap |
| CN106400692A (en) * | 2016-10-28 | 2017-02-15 | 上海市政工程设计研究总院（集团）有限公司 | Construction method for stand column and cover beam assembled structure |
| CN107100078B (en) * | 2017-05-19 | 2019-01-08 | 中国五冶集团有限公司 | A kind of packaged type bridges Precast Pier Columns component installation method |
| CN110359363B (en) * | 2019-07-26 | 2021-01-01 | 山东建筑大学 | Partially-bonded prestressed assembly type self-resetting bridge pier column node and method |
| CN110541364A (en) * | 2019-09-04 | 2019-12-06 | 上海城建市政工程（集团）有限公司 | Bridge bent cap segmented prefabrication, assembly and fixation method |
| KR102142633B1 (en) * | 2019-09-27 | 2020-08-07 | 주식회사 길교이앤씨 | Accelerated construction method of integral abutment bridge and chambered precast segment wall applied to the same |
| CN211446607U (en) * | 2019-10-13 | 2020-09-08 | 滕修富 | Precast bridge bent cap and pier junction concrete placement template |
| CN111119071A (en) * | 2020-01-16 | 2020-05-08 | 中建七局安装工程有限公司 | Construction method for assembling precast concrete segment box girder |
| CN111021237A (en) * | 2020-01-23 | 2020-04-17 | 福州大学 | Prefabricated assembled solid single-column pier based on root-enlarged section and construction method thereof |
| CN111648228A (en) * | 2020-05-29 | 2020-09-11 | 中铁北京工程局集团第一工程有限公司 | Assembled pier and construction process thereof |
| CN111764303A (en) * | 2020-07-06 | 2020-10-13 | 中设设计集团股份有限公司 | Connecting structure and construction method of prefabricated pier stand column and bearing platform |
| CN114438874B (en) * | 2020-10-30 | 2023-09-05 | 比亚迪股份有限公司 | Assembly type bridge pier, assembly method of bridge pier and bridge |
| CN215252346U (en) * | 2021-03-10 | 2021-12-21 | 中建八局第三建设有限公司 | Device for preventing prefabricated bent cap pier top from being grouted to pollute pier stud |
| CN113373798B (en) * | 2021-05-14 | 2022-09-20 | 同济大学 | Prefabricated assembled pier and connecting method thereof |
| CN216615473U (en) * | 2022-01-13 | 2022-05-27 | 山东建筑大学 | Take energy consumption damping device's assembled hollow concrete pier |
| CN216838943U (en) * | 2022-03-11 | 2022-06-28 | 北京交通大学 | Pier is assembled to external power consumption damper's full prestressing force double column formula festival section |
| CN217078829U (en) * | 2022-04-28 | 2022-07-29 | 北京城建设计发展集团股份有限公司 | Position structure of bridge pile foundation and subway tunnel |
-
2022
- 2022-08-10 CN CN202210958905.4A patent/CN115094778B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1117706A (en) * | 1964-12-21 | 1968-06-19 | George Hubmann | Elevated traffic surface and method of building same |
| CN110468681A (en) * | 2019-08-21 | 2019-11-19 | 无锡市锡山三建实业有限公司 | A kind of unit construction bridge girder construction and construction method |
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