CN111827095A - Prefabricated assembled hollow pier with built-in rib plates and construction method - Google Patents
Prefabricated assembled hollow pier with built-in rib plates and construction method Download PDFInfo
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- CN111827095A CN111827095A CN202010606957.6A CN202010606957A CN111827095A CN 111827095 A CN111827095 A CN 111827095A CN 202010606957 A CN202010606957 A CN 202010606957A CN 111827095 A CN111827095 A CN 111827095A
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 123
- 239000010959 steel Substances 0.000 claims abstract description 123
- 230000000149 penetrating effect Effects 0.000 claims abstract description 24
- 239000007787 solid Substances 0.000 claims abstract description 24
- 239000004567 concrete Substances 0.000 claims abstract description 11
- 239000011148 porous material Substances 0.000 claims abstract description 9
- 230000002787 reinforcement Effects 0.000 claims description 40
- 239000011374 ultra-high-performance concrete Substances 0.000 claims description 30
- 210000002435 tendon Anatomy 0.000 claims description 17
- 210000001503 joint Anatomy 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 10
- 239000003822 epoxy resin Substances 0.000 claims description 9
- 229920000647 polyepoxide Polymers 0.000 claims description 9
- 239000003292 glue Substances 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 238000009417 prefabrication Methods 0.000 claims description 3
- 239000000853 adhesive Substances 0.000 claims description 2
- 230000001070 adhesive effect Effects 0.000 claims description 2
- 230000007547 defect Effects 0.000 abstract description 4
- 238000005265 energy consumption Methods 0.000 abstract description 4
- 230000003014 reinforcing effect Effects 0.000 description 9
- 238000010586 diagram Methods 0.000 description 8
- 238000004519 manufacturing process Methods 0.000 description 8
- 230000007797 corrosion Effects 0.000 description 5
- 238000005260 corrosion Methods 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 4
- 238000005056 compaction Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 230000003628 erosive effect Effects 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 239000004574 high-performance concrete Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 229920006335 epoxy glue Polymers 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
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- 230000004048 modification Effects 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention provides a prefabricated assembled hollow pier with built-in ribbed slabs and a construction method, and relates to the technical field of bridge construction. The foundation comprises a foundation, a bottom section, a middle section and a top cap section from bottom to top in sequence, wherein embedded steel bars are arranged at the top of the foundation, and stirrups are arranged on the embedded steel bars; a solid body section is arranged below the bottom section, the bottom section and the solid body section are prefabricated together, a connecting steel bar hole is reserved in the solid body section, and the diameter size of the connecting steel bar hole is 5cm larger than that of each side of the embedded steel bar at the top of the foundation; post-cast concrete is filled in the pore channel of the embedded steel bar; ribbed plates are arranged on the bottom section, the middle section and the top cap section, each ribbed plate is provided with a connecting steel bar, each connecting steel bar extends out of the corresponding ribbed plate, and the connecting steel bars among the sections are mutually lapped by more than 10 times of the diameter of the steel bar; the prestressed pipeline is embedded in the foundation, the bottom section, the middle section and the top cap section, and is connected by penetrating through the full-length prestressed bundles, so that the defects of insufficient energy consumption and low ductility of the prestressed assembling pier can be overcome.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a prefabricated assembled hollow pier with built-in rib plates and a construction method.
Background
At present, when the bridge pier spans large rivers or oceans, the construction conditions are severe, the wind waves are large, the effective field operation time is short, the concrete pouring and curing are difficult, the bridge pier is not suitable for cast-in-place construction, the industrial and spliced construction has great advantages, the field operation time is greatly shortened, and the engineering quality is improved; the pier can be divided into large segments, and is assembled by large mechanical equipment, so that the pier is suitable for a hollow pier with a high height; the method is applied to bridge engineering in some water areas or sea areas at home and abroad.
Hollow pier often highly higher, the cross sectional dimension is big, and ordinary reinforcing bar has been arranged to the mound wall inside and outside equipartition, when adopting the prefabrication to assemble the construction, connects the degree of difficulty greatly between the intensive reinforcing bar, consequently adopts prestressing force to connect often, paints epoxy glue between each festival section promptly, and the connection between the rethread prestressing tendons realizes the festival. The sections of the connection mode are connected only through the prestressed tendons, so that the defects of insufficient energy consumption capacity, low ductility and the like exist, and the connection mode is not suitable for high-earthquake areas; the corrosion performance is high on the sea, the requirement on the durability is high, the prestressed tendons have corrosion risks, if the corrosion is serious, the connection failure can be caused, the structural safety is influenced, and the prestressed tendons are located in the duct and are not easy to inspect, repair and replace; meanwhile, when the height of the hollow pier is high and the length of the section is long, the problems of overall stability of the pier column, local stability of the pier wall and the like exist.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person skilled in the art.
Disclosure of Invention
The invention aims to provide a prefabricated assembled hollow pier with a built-in ribbed slab and a construction method, so as to solve the problems in the prior art.
In order to achieve the purpose, the invention adopts the following technical scheme:
the prefabricated assembled hollow pier with the built-in rib plates comprises a foundation, a bottom section, a middle section and a top cap section from bottom to top in sequence, wherein embedded steel bars are arranged at the top of the foundation, and stirrups are arranged on the embedded steel bars, so that the embedded steel bars have certain rigidity and are ensured to be vertical; the embedded steel bars and the stirrups form a plurality of steel reinforcement cages which are dispersedly arranged on the foundation.
The utility model discloses a building foundation embedded steel bar, including base section, solid section, connecting reinforcement pore, the diameter size in base section below sets up solid section, and base section and solid section are prefabricated together, guarantee base section and solid section wholeness, reserve the connecting reinforcement pore on the solid section, and the diameter size in connecting reinforcement pore is 5cm bigger than every side of basic embedded steel bar, and it penetrates to be convenient for.
And post-pouring concrete, namely filling micro-expansion concrete or high-performance concrete in the embedded steel bar pore canal, anchoring the embedded steel bars, and realizing the connection between the entity section and the foundation.
The bottom segment, the middle segment and the top cap segment are all provided with ribbed plates, each ribbed plate is provided with a connecting steel bar, each connecting steel bar extends out of the corresponding ribbed plate for a certain length, the connecting steel bars among the segments are mutually lapped by more than 10 times of the diameter of the steel bar, UHPC is poured, and connection and force transmission among the connecting steel bars among the segments are realized.
The foundation, the bottom section, the middle section and the top cap section are all pre-embedded with prestressed pipelines and are connected by penetrating through long prestressed bundles, so that the connection performance among the sections is ensured; the prestressed tendon fixing end is arranged in the foundation and is connected through a self-locking anchorage device, the prestressed tendon is locked in the foundation after penetrating through the full-length prestressed tendon from the top end, and the tensioning end on the top end of the top cap segment is tensioned and anchored.
Furthermore, a plurality of rib plates are arranged on the inner sides of the pier walls of the bottom section, the middle section and the top cap section and are distributed along the periphery, and the plurality of rib plates and the sections are prefabricated together.
Furthermore, each rib plate is flush with the upper part of the connected segment, an expansion head is adopted at a certain position of the upper part of each rib plate, and the outer contour of the expansion head is larger than the size of the lower part of the rib plate of the connected segment.
Further, the cross-sectional dimension of the segment to be connected is shorter below the rib plate, and the slope form is set below the rib plate.
Furthermore, each connecting steel bar extends out of the rib plate of the connected segment, the connecting steel bars are arranged in a staggered mode, the connecting steel bar located on the upper segment is arranged in the middle of the connecting steel bar located on the lower segment, a hoop is bound after penetrating through the connecting steel bar, and the hoop is arranged on the periphery of the connecting steel bar located on the upper segment and the periphery of the connecting steel bar located on the lower segment.
Furthermore, each connecting steel bar extends out of a rib plate of the connected segment, the connecting steel bars are arranged inside and outside, and when the connecting steel bar at one side is arranged outside, stirrups are bound around the connecting steel bar when the corresponding segment is prefabricated; when one side connecting reinforcement arranged in the inboard, when corresponding section was prefabricated at connecting reinforcement ligature stirrup all around, during assembling penetrating inboard connecting reinforcement outside connecting reinforcement, the realization is connected.
Further, the connecting steel bars can extend from the rib plates of the adjacent sections and can also extend from the inner parts of the adjacent sections.
Furthermore, UHPC is adopted as a pouring material among the rib plates; UHPC is poured in the gaps between the rib plates and the upper and lower sections.
The invention provides a construction method of a prefabricated assembled hollow pier with built-in ribbed slabs, which comprises the following steps:
firstly, constructing a foundation, binding stirrups of embedded steel bars, and prefabricating a bottom section, a middle section and a top cap section to be assembled;
secondly, laying high-strength mortar at the bottom joint on the top surface of the foundation, hoisting the bottom section for installing by a mortar sitting method, penetrating the embedded steel bars into the connecting steel bar pore canal of the solid section, and pouring post-cast concrete;
laying middle joint epoxy resin glue on the top surface of the bottom section, hoisting the middle section for installation, aligning the lower connecting steel bar of the middle section with the connecting steel bar of the bottom section, mutually penetrating or binding middle section joint stirrups, erecting a temporary template, and casting a middle section UHPC;
laying middle joint epoxy resin glue on the top surface of the lower middle section, hoisting the upper middle section, aligning the lower connecting steel bar of the upper middle section with the upper connecting steel bar of the lower middle section, mutually penetrating or binding middle section joint stirrups, erecting a temporary template, and pouring a middle section UHPC;
laying middle joint epoxy resin glue on the top surface of the middle section, hoisting the top cap section, aligning the top cap section connecting steel bars with the middle section connecting steel bars, mutually penetrating or binding top cap section joint stirrups, erecting a temporary template, and casting a top cap section UHPC;
step six, sequentially penetrating full-length prestressed bundles into the top cap segment, the middle segment, the bottom segment and pre-embedded prestressed pipelines in the foundation from the top end of the top cap segment, tensioning from a tensioning end at the top end of the top cap segment, and sealing the anchor;
and seventhly, grouting the pipeline with the long prestressed beam.
The invention has the beneficial effects that:
the invention provides a prefabricated assembled hollow pier with built-in ribbed slabs and a construction method, and the construction method has the following effects:
1. by additionally arranging the connecting steel bars, the defects of insufficient energy consumption and low ductility of the prestressed splicing piers are overcome, and the prestressed splicing piers can be suitable for high-seismic areas; the connecting steel bars do not occupy the space of the pier wall, and the prestress on the pier wall is flexibly arranged and is simple and convenient to manufacture; the construction of the connecting steel bar is not influenced by the severe conditions of the external environment, the construction is facilitated, and the appearance of the structure is not influenced; the connecting steel bars are positioned in the structure, so that the durability is good, and the connecting steel bars are suitable for the erosion environment;
2. by combining the prestressed steel bundles and the connecting steel bars, the connection performance of the joint is obviously improved, the risks of corrosion, failure and the like of the prestressed steel bundles existing in pure prestressed connection are compensated, the number of required prestressed forces is reduced, and the procedures of prestressed beam penetrating, tensioning and the like are simplified;
3. the stability of the segments is improved by arranging the rib plates, the segment length of the pier column segments is increased, the number of joints is reduced, the overall stability of the pier and the local stability of the pier wall are improved, and the pier is particularly suitable for high piers in water areas or sea areas; when the cast-in-place construction of pier, receive influence such as inner formword creeping formwork, set up the floor and increase the construction degree of difficulty greatly, this scheme festival section adopts prefabricated construction, simple manufacture effectively solves the inconvenient problem of construction.
4. By using the UHPC between the segments as a structural shear key and not arranging the shear key on the pier wall, the special template arrangement during segment manufacturing is simplified, the cost is saved and the segment manufacturing progress is accelerated; and the accurate alignment of pier wall shear keys is not needed during assembly, so that the assembly speed is increased.
5. The connecting reinforcing bars pass through the UHPC overlap joint, and the reinforcing bar connection need not counterpoint one by one, and convenient construction, UHPC seam pouring volume is little, and is highly little, self-compaction, exempt from the vibration, construction convenience.
6. The sections can be temporarily locked by binding stirrups of connecting steel bars in the section assembling process, and the stability of the sections in the assembling process is ensured.
7. When the pier stud has navigation or anti-collision requirements, the solid section is arranged at the bottom of the pier, and the solid pier and the pier stud are prefabricated together and are reliably connected with the foundation.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic elevation structure view of a prefabricated assembled hollow pier with built-in ribbed slabs provided by the invention;
FIG. 2 is a schematic diagram of a foundation structure of a prefabricated assembled hollow pier with built-in rib plates, provided by the invention;
FIG. 3 is a schematic structural diagram of a bottom section of the prefabricated assembled hollow pier with the built-in rib plates provided by the invention;
FIG. 4 is a schematic structural diagram of a middle section of the prefabricated assembled hollow pier with the built-in rib plates provided by the invention;
FIG. 5 is a schematic structural diagram of a top cap segment of the prefabricated assembled hollow pier with built-in ribs, provided by the invention;
FIG. 6 is a first assembly schematic diagram of an embodiment of a middle joint of the prefabricated assembled hollow pier with the built-in rib plates provided by the invention;
FIG. 7 is a schematic diagram of a second assembly of an intermediate joint of the prefabricated hollow pier with the built-in rib plate provided by the invention;
FIG. 8 is a schematic diagram of a third assembly of an embodiment of a middle joint of the prefabricated assembled hollow pier with the built-in rib plates provided by the invention;
fig. 9 is a bottom joint assembly schematic diagram of the prefabricated assembled hollow pier with the built-in ribbed plates provided by the invention.
Icon:
1-a base;
101-embedding reinforcing steel bars;
102-a stirrup;
2-a bottom segment;
201-solid segment;
202-connecting the steel bar hole channel;
203-post-pouring concrete;
204-bottom segment rib plate;
205-bottom section connecting reinforcing steel bars;
3-an intermediate section;
301-intermediate segment rib plate;
302-connecting reinforcing steel bars under the middle section;
303-middle section seam stirrup;
304-intermediate segment UHPC;
305-connecting reinforcing steel bars on the middle section;
4-a top cap segment;
401-top cap segment ribs;
402-top cap segment connecting reinforcement;
403-top cap segment seam stirrup;
404-top cap segment UHPC;
5-bottom seam;
6-middle joint;
7-prestressed pipe;
8-full length prestressed tendons;
801-prestressed tendon anchoring end;
802-prestressed tendon stretching end;
803-pre-stressed tendon sealing anchor;
9-grouting;
10-temporary template;
11-connecting the stirrup at the inner side of the steel bar.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Examples
As shown in fig. 1-9, a prefabricated assembled hollow pier with built-in ribbed slabs sequentially comprises a foundation 1, a bottom section 2, a middle section 3 and a top cap section 4 from bottom to top, wherein the top of the foundation 1 is provided with embedded steel bars 101, and the embedded steel bars 101 are provided with stirrups 102, so that the embedded steel bars 101 have certain rigidity and are ensured to be vertical; the embedded steel bars 101 and the stirrups 102 form a plurality of steel bar cages which are dispersedly arranged on the foundation 1.
The solid section 201 is arranged below the bottom segment 2, the bottom segment 2 and the solid section 201 are prefabricated together, integrity of the bottom segment 2 and the solid section 201 is guaranteed, a connecting steel bar hole 202 is reserved in the solid section 201, and the diameter of the connecting steel bar hole 202 is 5cm larger than each side of the embedded steel bar 101 of the foundation 1, so that the embedded steel bar is convenient to penetrate.
And post-pouring concrete 203, namely filling micro-expansion concrete or high-performance concrete in the pore canal of the embedded steel bar 101, anchoring the embedded steel bar 101, and realizing the connection between the solid section 201 and the foundation 1.
All set up the floor on bottom segment 2, middle segment 3, the top cap segment 4, all set up the connecting reinforcement on every floor, every connecting reinforcement all stretches out corresponding floor certain length, and the mutual overlap joint of connecting reinforcement between each section is more than 10 times reinforcing bar diameter, pours UHPC, realizes the connection and biography power between each connecting reinforcement of each section each other.
The foundation 1, the bottom section 2, the middle section 3 and the top cap section 4 are all pre-embedded with prestressed pipelines 7, and are connected by penetrating full-length prestressed bundles 8, so that the connection performance among the sections is ensured; the prestressed tendon anchoring end 801 is arranged in the foundation 1 and is connected through a self-locking anchorage device, a full-length prestressed tendon 8 penetrates from the top end and then is locked in the foundation 1, and the prestressed tendon tensioning end 802 at the top end of the top cap segment 4 is tensioned to seal the anchor 803 with the prestressed tendon.
Further, a plurality of ribbed slabs are arranged on the inner side of the pier wall of the bottom section 2, the middle section 3 and the top cap section 4 and are distributed along the periphery, and the ribbed slabs and the sections are prefabricated together.
Furthermore, each rib plate is flush with the upper part of the connected segment, an expansion head is adopted at a certain position of the upper part of each rib plate, and the outer contour of the expansion head is larger than the size of the lower part of the rib plate of the connected segment.
Specifically, the upper part of each bottom section rib plate 204 is flush with the top surface of the bottom section 2, an expansion head is adopted at a certain position of the upper part of each bottom section rib plate 204, and the outer contour of the expansion head is larger than the size of the lower part of the rib plate of the connected section.
Specifically, the upper side of each middle section rib plate 301 is flush with the middle section 3, an expansion head is adopted at a certain position of the upper part of each middle section rib plate 301, the outer contour of the expansion head is larger than the size of the lower side of the connected rib plate, the lower part of the expansion head is shorter than the bottom of the middle section 3, and the lower side of the rib plate is in a slope form, so that UHPC pouring and compactness are facilitated.
Further, the cross-sectional dimension of the rib is shorter than that of the lower connected segment, and the lower part of the rib is arranged in a slope form.
Specifically, the lower part of the top cap segment rib plate 401 is shorter than the bottom of the top cap segment 4, and the lower part is set to be in a slope form, so that UHPC pouring and compactness are facilitated.
As shown in fig. 6, each connecting reinforcement extends out of the rib plate of the connected segment, the connecting reinforcements are arranged in a staggered manner, the connecting reinforcement at the upper segment is arranged in the middle of the connecting reinforcement at the lower segment, the binding stirrup 102 penetrates into the connecting reinforcement at the upper segment, and the binding stirrup 102 is arranged around the connecting reinforcements at the upper and lower segments.
Specifically, the connecting steel bars extend out of the rib plates of the bottom section 2, the middle section 3 and the top cap section 4 by using common steel bars arranged inside the rib plates.
It should be pointed out that, end section connecting reinforcement 205 stretches out end section floor 204 top, and connecting reinforcement 302 stretches out middle section floor 301 below under the middle section, and end section connecting reinforcement 205 and middle section lower connecting reinforcement 302 planar position stagger each other, are convenient for penetrate, guarantee that overlap length is not less than 10 times the reinforcing bar diameter, arrange middle section seam stirrup 303 all around, strengthen the connection.
It should also be pointed out that connecting reinforcement 305 stretches out above middle section floor 301 on the middle section, and top cap section connecting reinforcement 402 stretches out below top cap section floor 401, and connecting reinforcement 305 and top cap section connecting reinforcement 402 plane position on the middle section stagger each other, are convenient for penetrate, guarantee that overlap length is not less than 10 times the reinforcing bar diameter, arrange top cap section 4 stirrup 102 all around, strengthen the connection.
As shown in fig. 7, each connecting steel bar extends out of the rib plate of the connected segment, the connecting steel bars are arranged inside and outside, and when the connecting steel bar at one side is arranged outside, a stirrup 102 is bound around the connecting steel bar when the corresponding segment is prefabricated; when one side connecting reinforcement arranged in the inboard, form connecting reinforcement inboard stirrup 11 promptly, when corresponding section prefabrication at connecting reinforcement ligature stirrup 102 all around, during assembling with inboard connecting reinforcement penetrate outside connecting reinforcement, realize connecting.
As shown in fig. 8, the connecting bars may extend from the ribs of the adjacent segments, or may extend from the interior of the adjacent segments.
In addition, the casting material between each rib plate adopts UHPC, namely the UHPC is cast in the gap between the rib plate and the upper and lower sections.
The size of a connecting steel bar extending out between the UHPC pouring and each rib plate and between the connecting rib plates is the same as the expansion of the connected lower rib plate, and the UHPC pouring is performed from the gap between the temporary template 10 and the connected upper section rib plate; the height is not less than 10 times of the diameter of the connecting steel bar, so that the connecting steel bar is ensured to be firmly connected; the cast-in-situ UHPC is firmly connected with the prefabricated upper and lower ribbed plates and the pier wall and also serves as a shear key between prefabricated structures; the UHPC has small pouring amount, small height, self-compaction, vibration-free and convenient construction.
The embodiment of the invention provides a construction method of a prefabricated assembled hollow pier with built-in ribbed slabs, which comprises the following steps:
firstly, constructing a foundation 1, binding stirrups 102 of embedded steel bars 101, and prefabricating a bottom section 2, a middle section 3 and a top cap section 4 to be assembled;
secondly, paving high-strength mortar at the bottom joint 5 on the top surface of the foundation 1, hoisting the bottom section 2 for installing by a mortar sitting method, penetrating the embedded steel bars 101 into the connecting steel bar pore passage 202 of the solid section 201, and pouring post-cast concrete 203;
laying epoxy resin glue of a middle joint 6 on the top surface of the bottom section 2, hoisting the middle section 3 for installation, aligning a middle section lower connecting steel bar 302 with the bottom section connecting steel bar 205, mutually penetrating or binding a middle section joint stirrup 303102, erecting a temporary template 10, and casting a middle section UHPC 304;
laying an epoxy resin adhesive of a middle joint 6 on the top surface of the lower middle section 3, hoisting the upper middle section 3, aligning a lower connecting steel bar 302 of the upper middle section with an upper connecting steel bar 305 of the lower middle section, mutually penetrating or binding a middle joint stirrup 303102, erecting a temporary template 10, and pouring a middle section UHPC 304;
laying epoxy resin glue of a middle joint 6 on the top surface of the middle section 3, hoisting the top cap section 4, aligning the top cap section connecting steel bar 402 with the connecting steel bar 305 on the middle section, mutually penetrating or binding top cap section joint stirrups 403102, erecting a temporary template 10, and casting a top cap section UHPC 404;
step six, sequentially penetrating full-length prestressed bundles 8 into pre-buried prestressed pipelines 7 in the top cap section 4, the middle section 3, the bottom section 2 and the foundation 1 from the top end of the top cap section 4, and tensioning and sealing the anchor from a tensioning end at the top end of the top cap section 4;
and seventhly, grouting 9 is carried out on the pipeline with the full length of the prestressed beam 8.
The prefabricated assembled hollow pier with the built-in rib plates and the construction method provided by the embodiment of the invention have the following effects:
1. by additionally arranging the connecting steel bars, the defects of insufficient energy consumption and low ductility of the prestressed splicing piers are overcome, and the prestressed splicing piers can be suitable for high-seismic areas; the connecting steel bars do not occupy the space of the pier wall, and the prestress on the pier wall is flexibly arranged and is simple and convenient to manufacture; the construction of the connecting steel bar is not influenced by the severe conditions of the external environment, the construction is facilitated, and the appearance of the structure is not influenced; the connecting steel bars are positioned in the structure, so that the durability is good, and the connecting steel bars are suitable for the erosion environment;
2. by combining the prestressed steel bundles and the connecting steel bars, the connection performance of the joint is obviously improved, the risks of corrosion, failure and the like of the prestressed steel bundles existing in pure prestressed connection are compensated, the number of required prestressed forces is reduced, and the procedures of prestressed beam penetrating, tensioning and the like are simplified;
3. the stability of the segments is improved by arranging the rib plates, the segment length of the pier column segments is increased, the number of joints is reduced, the overall stability of the pier and the local stability of the pier wall are improved, and the pier is particularly suitable for high piers in water areas or sea areas; when the cast-in-place construction of pier, receive influence such as inner formword creeping formwork, set up the floor and increase the construction degree of difficulty greatly, this scheme festival section adopts prefabricated construction, simple manufacture effectively solves the inconvenient problem of construction.
4. By using the UHPC between the segments as a structural shear key and not arranging the shear key on the pier wall, the special template arrangement during segment manufacturing is simplified, the cost is saved and the segment manufacturing progress is accelerated; and the accurate alignment of pier wall shear keys is not needed during assembly, so that the assembly speed is increased.
5. The connecting reinforcing bars pass through the UHPC overlap joint, and the reinforcing bar connection need not counterpoint one by one, and convenient construction, UHPC seam pouring volume is little, and is highly little, self-compaction, exempt from the vibration, construction convenience.
6. The sections can be temporarily locked by binding the stirrups 102 of the connecting steel bars in the section assembling process, so that the stability of the sections in the assembling process is ensured.
7. When the pier stud has navigation or anti-collision requirements, the solid section 201 is arranged at the bottom of the pier, and the solid pier and the pier stud are prefabricated together and are reliably connected with the foundation 1.
Finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (10)
1. The utility model provides a hollow pier is assembled in prefabrication of built-in floor in area, by down and on include basis (1), end festival section (2), middle festival section (3), top cap festival section (4) in proper order, its characterized in that:
the top of the foundation (1) is provided with embedded steel bars (101), and the embedded steel bars (101) are provided with stirrups (102);
a solid section (201) is arranged below the bottom section (2), the bottom section (2) and the solid section (201) are prefabricated together, a connecting steel bar hole (202) is reserved in the solid section (201), and the diameter of the connecting steel bar hole (202) is 5cm larger than that of each side of an embedded steel bar (101) at the top of the foundation (1);
post-cast concrete (203) is filled in the pore channel of the embedded steel bar (101);
ribbed plates are arranged on the bottom section (2), the middle section (3) and the top cap section (4), each ribbed plate is provided with a connecting steel bar, each connecting steel bar extends out of the corresponding ribbed plate, and the connecting steel bars among the sections are mutually lapped by more than 10 times of the diameter of the steel bar;
the foundation (1), the bottom section (2), the middle section (3) and the top cap section (4) are all pre-embedded with prestressed pipelines (7) and are connected by penetrating through long prestressed tendons (8).
2. The precast assembled hollow pier with the built-in rib plate as claimed in claim 1, wherein the embedded steel bars (101) and the stirrups (102) form a plurality of reinforcement cages which are dispersedly arranged on the foundation (1).
3. The precast assembled hollow pier with built-in ribs according to claim 1, wherein a plurality of ribs are provided inside the pier walls of the bottom segment (2), the middle segment (3) and the top cap segment (4) and are distributed around, and the plurality of ribs are precast together with the segments.
4. The prefabricated assembled hollow pier with the built-in rib plates as claimed in claim 1, wherein each rib plate is flush with the upper part of the connected segment, an enlarged head is adopted at a certain position of the upper part of each rib plate, and the outer contour of the enlarged head is larger than the size of the lower part of the rib plate of the connected segment.
5. The precast assembled hollow pier with the built-in rib plate as claimed in claim 4, wherein the rib plate has a shorter sectional dimension than the lower connected segment, and the lower part of the rib plate is provided in a slope form.
6. The prefabricated assembled hollow pier with the built-in ribbed plates according to claim 1, wherein each connecting steel bar extends out of the ribbed plates of the connected sections, the connecting steel bars are arranged in a staggered mode, the connecting steel bar positioned on the upper section is arranged in the middle of the connecting steel bar positioned on the lower section, a binding stirrup (102) is penetrated, and the binding stirrups (102) are arranged on the periphery of the connecting steel bars positioned on the upper section and the lower section.
7. The prefabricated assembled hollow pier with the built-in ribbed plates according to claim 1, wherein each connecting steel bar extends out of the ribbed plates of the connected segments, the connecting steel bars are arranged inside and outside, and when the connecting steel bar on one side is arranged on the outer side, stirrups (102) are bound around the connecting steel bar when the corresponding segment is prefabricated; when one side connecting reinforcement is arranged in the inner side, stirrups are bound around the connecting reinforcement when corresponding sections are prefabricated, and the inner side connecting reinforcement penetrates into the outer side connecting reinforcement during assembling.
8. The precast assembled hollow pier with the built-in rib plate according to claim 1, wherein the connecting reinforcement includes rib plate reinforcements and pier column reinforcements.
9. The prefabricated assembled hollow pier with the built-in ribbed plates according to claim 1, wherein UHPC is adopted as a casting material between the ribbed plates.
10. A construction method of a prefabricated assembled hollow pier with built-in ribbed slabs is characterized by comprising the following steps:
firstly, constructing a foundation (1), binding stirrups (102) of embedded steel bars (101), and prefabricating a bottom section (2), a middle section (3) and a top cap section (4) to be assembled;
secondly, paving high-strength mortar at a bottom joint (5) on the top surface of the foundation (1), hoisting the bottom section (2) for installation by a mortar sitting method, penetrating the embedded steel bars (101) into a connecting steel bar hole channel (202) of the solid section (201), and pouring post-cast concrete (203);
laying an epoxy resin adhesive of a middle joint (6) on the top surface of the bottom section (2), hoisting the middle section (3) for installation, aligning a lower connecting steel bar (302) of the middle section with a connecting steel bar (205) of the bottom section, mutually penetrating or binding a joint stirrup (303) of the middle section, erecting a temporary template, and pouring a UHPC of the middle section;
fourthly, laying epoxy resin glue of a middle joint (6) on the top surface of the lower middle section (3), hoisting the upper middle section (3), aligning a lower connecting steel bar (302) of the upper middle section with an upper connecting steel bar (305) of the lower middle section, mutually penetrating or binding a joint stirrup (303) of the middle section, erecting a temporary template, and pouring a UHPC of the middle section;
laying epoxy resin glue of a middle joint (6) on the top surface of the middle section (3), hoisting the top cap section (4), aligning a top cap section connecting steel bar (402) with a middle section upper connecting steel bar (305), mutually penetrating or binding a top cap section joint stirrup (403), erecting a temporary template, and pouring a top cap section UHPC;
penetrating full-length prestressed bundles (8) into pre-buried prestressed pipelines (7) of the foundation (1), the bottom section (2), the middle section (3) and the top cap section (4) from the top end of the top cap section (4), and tensioning and sealing the anchor from a tensioning end at the top end of the top cap section (4);
and seventhly, grouting (9) is carried out on the pipeline with the full length of the prestressed tendons (8).
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| CN111827095B (en) | 2024-06-25 |
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