CN115369747A - Self-resetting prefabricated assembled pier - Google Patents
Self-resetting prefabricated assembled pier Download PDFInfo
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- CN115369747A CN115369747A CN202210948913.0A CN202210948913A CN115369747A CN 115369747 A CN115369747 A CN 115369747A CN 202210948913 A CN202210948913 A CN 202210948913A CN 115369747 A CN115369747 A CN 115369747A
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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
- 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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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Abstract
The invention belongs to the technical field of bridge engineering, and particularly relates to a self-resetting prefabricated assembled pier. The self-resetting prefabricated assembled pier comprises a foundation bearing platform section, a pier top section, a pier body, an energy-consuming inner core, prestressed steel strands and SMA energy-consuming ribs; the pier body comprises a top prefabricated section, a bottom prefabricated section and at least one middle prefabricated section which are vertically arranged, the bottom end of the energy-consuming inner core is inserted into the base bearing platform section, and the top end of the energy-consuming inner core penetrates through the bottom prefabricated section and is inserted into the middle prefabricated section connected with the bottom prefabricated section; the prestressed steel strands comprise a plurality of integral prestressed steel strands and a plurality of local prestressed steel strands, the integral prestressed steel strands simultaneously penetrate through the pier top section, the top prefabricated section, each middle prefabricated section, the bottom prefabricated section and the foundation bearing platform section, and the local prestressed steel strands penetrate through the energy-consuming inner core and the foundation bearing platform section; the SMA energy dissipation ribs penetrate through the bottom prefabricated sections and are anchored in the foundation bearing platform sections and the middle prefabricated sections. The self-resetting function and the energy consumption function of the prefabricated assembled pier can be simultaneously considered.
Description
Technical Field
The invention belongs to the technical field of bridge engineering, and particularly relates to a self-resetting prefabricated assembled pier.
Background
The prefabricated assembly technology is widely applied to bridge construction, finished components prefabricated in factories are transported to a construction site for assembly, on the basis of ensuring the quality of the components, the bridge construction speed is accelerated to the maximum extent, and the influence of site construction on the surrounding environment is effectively reduced. The prefabricated assembled pier has the advantages of shortening the overhead working time, being high in construction efficiency, ensuring the quality, being short in construction period, being small in environmental pollution, being low in maintenance and repair cost, being small in traffic interference to the existing bridge, and the like, becomes an important structural form which has good and fast development requirements on bridge construction technology, and is increasingly applied to bridge construction.
Compared with the traditional cast-in-place pier, the segment connecting member of the prefabricated assembled pier usually needs to bear larger local stress under the action of earthquake, and is easy to damage and deteriorate. The prefabricated assembled bridge pier can swing left and right through opening and closing of the dry joint under the action of an earthquake and reset by means of the tensile force of the prestressed stranded wires, so that the prefabricated assembled bridge pier has good self-resetting capability after the earthquake and is also called as a swinging-self-resetting bridge pier. However, the integral restraint of the pier is weaker, and the damage under the action of an earthquake is mainly concentrated on the splice joint protective layer concrete at the rigid rotation position of the column base, so that the damage of other parts of the pier body is obviously reduced, but the energy consumption capability of the pier is also poor. How to effectively reduce the damage of the segment-assembled pier under the action of an earthquake and improve the whole ductility and hysteresis energy consumption of the structure is a problem to be solved urgently.
Disclosure of Invention
In view of this, the invention aims to provide a self-resetting prefabricated assembled pier so as to solve the technical problem that the self-resetting function and the energy consumption function of the existing prefabricated assembled pier cannot be considered at the same time.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a self-resetting prefabricated assembled pier comprises:
a base pedestal section;
a pier top section;
the pier body comprises a top prefabricated section, a bottom prefabricated section and at least one middle prefabricated section, wherein the top prefabricated section, the bottom prefabricated section and the at least one middle prefabricated section are vertically arranged, the top prefabricated section is connected with the pier top section, and the bottom prefabricated section is connected with the foundation bearing platform section;
the energy-consuming inner core is arranged in the bottom prefabricated section, the bottom end of the energy-consuming inner core is inserted into the foundation bearing platform section, and the top end of the energy-consuming inner core penetrates through the bottom prefabricated section and is inserted into the middle prefabricated section connected with the bottom prefabricated section;
the prestressed steel strand comprises a plurality of integral prestressed steel strands and a plurality of local prestressed steel strands, the integral prestressed steel strands simultaneously penetrate through the pier top section, the top prefabricated section, each middle prefabricated section, the bottom prefabricated section and the foundation bearing platform section, the top end of the integral prestressed steel strand is anchored at the top of the pier top section, and the bottom end of the integral prestressed steel strand is anchored at the bottom of the foundation bearing platform section; the local prestressed steel strand simultaneously penetrates through the energy-consuming inner core and the basic bearing platform section, the top end of the local prestressed steel strand is anchored at the top of the energy-consuming inner core, and the bottom end of the local prestressed steel strand is anchored at the bottom of the basic bearing platform section;
the SMA energy dissipation ribs are arranged and are parallel to the prestressed steel strands, the SMA energy dissipation ribs penetrate through the bottom prefabricated sections, the top ends of the SMA energy dissipation ribs are anchored in the middle prefabricated sections connected with the bottom prefabricated sections, and the bottom ends of the SMA energy dissipation ribs are anchored in the foundation bearing platform sections.
Furthermore, the pier body is of a hollow structure, hollow holes which are coaxially communicated with each other up and down are formed in the top prefabricated section, the middle prefabricated section and the bottom prefabricated section, and integral steel strand ducts which are communicated up and down one by one and are used for the integral prestressed steel strands to penetrate through are formed in the positions, on two sides of the hollow holes, of the top prefabricated section, the middle prefabricated section and the bottom prefabricated section; the energy-consuming inner core is arranged in the hollow hole, and the energy-consuming inner core and the basic bearing platform section are provided with local steel strand pore passages which are communicated one by one up and down and through which the local prestressed steel strands pass; and SMA rib pore canals which are communicated up and down in a one-to-one correspondence manner are arranged on the left side and the right side of the hollow hole on the bottom prefabricated section, the foundation bearing platform section and the middle prefabricated section connected with the bottom prefabricated section.
Furthermore, the whole steel strand pore channels positioned on the same side of the hollow hole are arranged side by side at equal intervals.
Furthermore, the SMA rib pore channels are arranged between two adjacent integral steel strand pore channels.
Furthermore, the energy-consuming inner core is of a variable cross-section structure and comprises a large-diameter section matched with the hollow hole and a small-diameter section coaxial with the large-diameter section, the small-diameter section is spliced with the base bearing platform section, the large-diameter section is located between the bottom prefabricated section and the middle prefabricated section connected with the bottom prefabricated section, and the small-diameter section and the large-diameter section are provided with the local steel strand pore channel at positions corresponding to the small-diameter section.
Furthermore, L-shaped reinforcing steel bars are pre-embedded in positions corresponding to the SMA energy dissipation ribs in the foundation bearing platform section, a sleeve is connected to a vertical section of each L-shaped reinforcing steel bar, and the bottoms of the SMA energy dissipation ribs are connected with the L-shaped reinforcing steel bars through the sleeves.
Furthermore, the energy dissipation inner core is formed by pouring a novel concrete material ECC (engineering cement-based composite material) or UHPC (ultra high performance concrete).
The self-resetting prefabricated assembled pier has the beneficial effects that:
1. the integral fitting degree between each prefabricated segment of mound top section, basic bearing platform section and pier shaft is high, effectively connects into a whole, and anti side rigidity improves, has effectively reduced the horizontal dislocation between each segment under the horizontal earthquake effect.
2. The pier is assembled in prefabrication of a mixed system, and the energy-consuming inner core is inserted into the basic bearing platform section in a socket mode, so that the plastic hinge moves upwards, concrete damage is effectively relieved, the overall anti-seismic performance of the structure is improved, and even under the action of an earthquake, the energy-consuming inner core is damaged, but the energy-consuming inner core is assembled with the basic bearing platform section through the prestressed steel stranded wires, so that the damaged energy-consuming inner core can be replaced in time to achieve the effect of quick repair. The energy-consuming inner core can be made of novel concrete materials such as ECC (error correction code), UHPC (ultra high performance concrete) and the like, so that the energy-consuming capability of the energy-consuming inner core is enhanced, and the seismic performance of the pier is integrally improved. Compared with common concrete, the ECC has stronger deformation performance, lighter weight and better anti-seismic performance, and the energy-consuming inner core can be fully deformed by using the ECC to increase the energy-consuming capacity; the compressive strength of UHPC is very high, and simultaneously toughness and durability are extremely excellent, the state of intact can still be kept to many times of cyclic load, and the effect of repeated load can be resisted temporarily in an earthquake, so that cracking is not easy to happen, and energy consumption is sufficient. Therefore, the energy consumption function of the energy consumption inner core can be embodied by using the two materials.
3. The part of the SMA energy dissipation rib extending into the basic bearing platform section is connected with the L-shaped steel rib pre-embedded in the basic bearing platform section through the sleeve, the SMA energy dissipation rib generates martensite-austenite phase change superelasticity under a normal temperature state after a certain number of times of stretching and compression training along the long edge direction, and when the bottom prefabricated assembly section swings under the earthquake action, the SMA energy dissipation rib and the integral prestress steel strand pulling stress act together to form better self-resetting driving force. Under the action of an earthquake with multiple earthquake intensity, the SMA energy consumption ribs and the local prestress steel strands in the energy consumption inner cores can provide extra lateral stiffness and participate in energy consumption; under the action of earthquake with fortification intensity or rare occurrence intensity, the residual displacement of the structure can be reduced by utilizing the combined action of the SMA energy consumption bar and the tensile stress of the prestressed steel strand, and self-repairing after the earthquake is realized.
4. The prefabricated pier of assembling adopts and sways the structural style, and the plastic hinge district sets up SMA power consumption muscle and whole prestress wire, and prefabricated segment in bottom and basic cushion cap section junction set up the power consumption inner core, and the joint work consumes energy jointly, when suffering the earthquake influence of fortification or rare meets the earthquake intensity, through swaying and the seismic energy dissipation system dissipation seismic energy, can make the structure still not lose its service function under the fortification or rare meets the earthquake intensity influence.
5. The self-resetting prefabricated assembled pier makes full use of the superelasticity and shape memory of the shape memory alloy rib material, improves the energy consumption capability of the prefabricated assembled pier, realizes function restorability, reduces residual displacement and realizes quick resetting. The setting of power consumption inner core and local prestressing steel strand wires wherein has fully connected basic bearing platform section and upper portion pier shaft segment for the wholeness between basic bearing platform section and the upper portion pier shaft is stronger, improves the anti lateral stiffness and the power consumption ability of prefabricated pier of assembling, alleviates the stress concentration here, effectively reduces the destruction at basic bearing platform section and pier shaft bottom prefabricated segment department under the seismic action.
6. The energy-consuming inner core, the pier body and the pier top section can be assembled in a factory prefabrication and field assembly mode, the prestressed steel strands are tensioned and fixed through the anchorage devices, and the SMA energy-consuming ribs are fixed through the sleeves and the anchorage devices. The whole structure is simple, the construction is convenient and fast, and the application range is wide.
Drawings
Fig. 1 is a schematic diagram of the overall structure of a self-resetting prefabricated assembly pier of the invention;
FIG. 2 is a top view of FIG. 1;
FIG. 3 isbase:Sub>A cross-sectional view A-A of FIG. 2;
FIG. 4 is a sectional view B-B of FIG. 2;
fig. 5 is a schematic structural decomposition view of the self-resetting prefabricated assembly pier of the invention;
fig. 6 is a schematic cross-sectional view of a bottom prefabricated segment in the self-resetting prefabricated pier of the present invention;
fig. 7 is a schematic top sectional view of a middle prefabricated section of the self-restoring prefabricated pier of the present invention;
fig. 8 is a schematic structural diagram of the energy-consuming inner core of the self-resetting prefabricated assembled pier.
Description of reference numerals: 1-pier top section, 2-foundation bearing platform section, 3-pier body, 4-top prefabricated section, 5-bottom prefabricated section, 6-middle prefabricated section, 7-energy-consuming inner core, 8-large-diameter section, 9-small-diameter section, 10-SMA energy-consuming bar, 11-integral prestressed steel strand, 12-local prestressed steel strand, 13-anchorage device, 14-integral steel strand pore channel, 15-SMA bar pore channel, 16-hollow hole, 17-L-shaped steel bar and 18-sleeve.
Detailed Description
The invention is described in further detail below with reference to the drawings and the detailed description.
The specific embodiment of the self-resetting prefabricated assembled pier comprises the following steps:
as shown in fig. 1, 2 and 5, the self-resetting prefabricated assembled pier comprises a foundation bearing platform section 2, a pier top section 1, a pier body 3, an energy-consuming inner core 7, prestressed steel strands and SMA energy-consuming ribs 10.
Specifically, as shown in fig. 1 and 5, the foundation bearing platform section 2 is cast in situ, and the pier top section 1, the pier body 3 and the energy dissipation inner core 7 are all prefabricated in a factory. Wherein, pier shaft 3 is hollow structure, under the circumstances of guaranteeing to support intensity, effectively reduces the use amount of concrete. The pier body 3 comprises a top prefabricated section 4, a bottom prefabricated section 5 and an intermediate prefabricated section 6 arranged between the top prefabricated section 4 and the bottom prefabricated section 5. The top prefabricated section 4, the bottom prefabricated section 5 and the middle prefabricated section 6 are identical in shape and size, and the cross sections of the top prefabricated section, the bottom prefabricated section and the middle prefabricated section are box-shaped. The top prefabricated section 4 is connected with the pier top section 1 and the middle prefabricated section 6 through a shear key and a steel groove in an inserted manner, the bottom prefabricated section 5 is connected with the foundation bearing platform section 2 and the middle prefabricated section 6 through a shear key and a steel groove in an inserted manner, and the connection manner is in the prior art and is not shown in the figure. As shown in fig. 3, the top prefabricated segment 4, the bottom prefabricated segment 5 and the middle prefabricated segment 6 are respectively provided with a hollow hole 16 which is coaxial and is communicated with each other up and down. In order to ensure the connection firmness, a cementing material such as epoxy resin is coated between the adjacent prefabricated segments for bonding, so that the contact area between the sections of the adjacent prefabricated segments is increased, and the connection integrity between the prefabricated segments is better. The splicing precision among all the sections can be ensured by adopting a splicing connection mode, and the splicing efficiency among all the sections is improved.
The energy dissipation inner core 7 is formed by casting the novel concrete material ECC, and of course, in other embodiments, the energy dissipation inner core 7 may also be formed by casting UHPC. As shown in fig. 8, the energy-consuming core 7 has a variable cross-section structure, and includes a large-diameter section 8 adapted to the hollow hole 16 and a small-diameter section 9 coaxial with the large-diameter section 8. If the energy-consuming inner core 7 is designed into a constant section according to the size of the large-diameter section at the upper part, the size of the hole at the upper part of the foundation bearing platform is larger, the stress area is smaller when the foundation bearing platform is loaded, and the foundation bearing platform is easy to damage; if the constant section is designed according to the size of the small-diameter section at the lower part of the energy-consuming inner core 7, the inner diameter of the hollow hole is small, materials need to be added on the inner section with small stress, and extra cost is paid. Therefore, the variable cross-section form is adopted, and safety and economy are both considered. As shown in fig. 3 and 4, the energy dissipation core 7 is disposed in the bottom prefabricated section 5, in this embodiment, the large diameter section 8 of the energy dissipation core 7 is partially located in the hollow hole of the bottom prefabricated section 5, and is partially inserted into the hollow hole of the middle prefabricated section 6; the small diameter section 9 part of the energy consumption inner core 7 is positioned in the hollow hole of the bottom prefabricated section 5, a hole is formed between the small diameter section and the inner wall of the bottom prefabricated section 5, and the small diameter section is partially inserted into the base bearing platform section 2. In actual construction, the energy-consuming inner core 7 is only assembled with the bottom prefabricated section 5 and the middle prefabricated section 6 without filling gaps, gaps are allowed to exist, certain activity is given, and proper swinging energy consumption is generated at the bottom prefabricated section 5.
As shown in fig. 5, the prestressed steel strands include a plurality of integral prestressed steel strands 11 and a plurality of local prestressed steel strands 12, as shown in fig. 6 and 7, three integral steel strand ducts 14 through which the integral prestressed steel strands 11 pass are provided at positions on the left and right sides of the hollow hole 16 on the top prefabricated section 4, the middle prefabricated section 6 and the bottom prefabricated section 5, and six corresponding integral steel strand ducts 14 are provided on the pier top section 1 and the foundation bearing platform section 2. In this embodiment, the integral steel strand openings 14 located on the same side of the hollow hole 16 are arranged side by side at equal intervals. Each integral prestress steel strand 14 simultaneously passes through the pier top section 1, the top prefabricated section 4, each middle prefabricated section 6, the bottom prefabricated section 5 and the foundation bearing platform section 2; the top of the integral prestressed steel strand 11 is anchored at the top of the pier top section 1 through an anchorage 13, and the bottom of the integral prestressed steel strand 11 is anchored at the bottom of the foundation bearing platform section 2 through the anchorage 13.
As shown in fig. 3, 4 and 8, the center position of the small-diameter section 9, the center position of the large-diameter section 8 of the energy-consuming inner core 7, and the base platform section 2 are provided with local steel strand ducts (not shown) through which the local prestressed steel strands 12 pass, the ducts being through one by one from top to bottom. Each local prestress steel strand 12 simultaneously passes through the energy-consuming inner core 7 and the basic bearing platform section 2 through a local steel strand pore passage, the top end of each local prestress steel strand 12 is anchored at the top of the large-diameter section 8 of the energy-consuming inner core through an anchorage device 13, and the bottom end of each local prestress steel strand 12 is anchored at the bottom of the basic bearing platform section 2 through the anchorage device 13. In this embodiment, each anchor 13 has the same structure and is the same as the prior art, and the structure is not described again in detail.
As shown in fig. 5 and 6, in this embodiment, four SMA energy dissipation ribs 10 are provided and are parallel to each prestressed steel strand. The SMA energy dissipation ribs are made of shape memory alloy materials, and can be made of copper-manganese-aluminum alloy. As shown in the figure, two SMA rib pore passages 15 which are communicated up and down in one-to-one correspondence are respectively arranged on the left side and the right side of the hollow hole 16 on the bottom prefabricated section 5, the base bearing platform section 2 and the middle prefabricated section 6, the SMA rib pore passages 15 are arranged between two adjacent integral steel strand pore passages 14, are positioned in a row with the integral steel strand pore passages 14 and are distributed in an alternating manner. The spacing between any adjacent SMA rib pore passage 15 and the integral steel strand pore passage 14 is equal. The SMA rib hole channels 15 on the bottom prefabricated section 5 are through holes, and the SMA rib hole channels 15 on the base bearing platform section 2 and the middle prefabricated section 6 are blind holes. The top ends of the SMA energy dissipation ribs 10 are anchored in the middle prefabricated sections 6 through the anchors 13, and the bottom ends of the SMA energy dissipation ribs 10 penetrate through the bottom prefabricated sections 5 and are anchored in the foundation bearing platform sections 2.
As shown in fig. 5, L-shaped steel bars 17 are embedded in the base platform section 2 at positions corresponding to the SMA energy dissipation bars 10, sleeves 18 are connected to the vertical sections of the L-shaped steel bars 17, and the bottoms of the SMA energy dissipation bars 10 are connected to the sleeves 18. When the SMA energy dissipation ribs 10 are constructed, a foundation bearing platform section 2 is firstly poured, L-shaped steel bars 17 are arranged in the foundation bearing platform section 2 in advance, the upper parts of the L-shaped steel bars 17 are connected with the SMA energy dissipation ribs 10 through sleeves 18, then templates are installed for pouring, the templates are removed after the strength meets the requirement, then the SMA energy dissipation ribs 10 are installed on the bottom prefabricated sections 5 in an assembled mode, anchorage devices 13 penetrate through the tops of the bottom prefabricated sections 5 to clamp the bottom prefabricated sections, the bottom prefabricated sections are fixed according to the requirement, and micro-expansion self-leveling cement slurry is cast between the SMA energy dissipation ribs 10 and the SMA rib hole channels 15.
In this embodiment, two schemes may be adopted when the prestressed steel strand is tensioned, one scheme is one-side tensioning, the other scheme is two-end symmetric tensioning, and the tensioning objects are an integral prestressed steel strand and a local prestressed steel strand.
Wherein, one side stretch-draw scheme divides into two steps: the method comprises the steps of firstly tensioning local prestressed steel strands 12 in the energy-consuming inner core 7, and secondly tensioning full-length arranged integral prestressed steel strands 11. Specifically, the first step: firstly, the energy-consuming inner core 7 is inserted into a rectangular hole in the top of the basic bearing platform section 2 in a socket mode, a central hole is reserved in the basic bearing platform section 2, a local prestress steel strand 12 in the energy-consuming inner core 7 is well bundled, the local prestress steel strand 12 in the rectangular hole reserved on the tensioning side of the bottom of the basic bearing platform section 2 is penetrated into an anchorage device 13 to be clamped, the fixing is carried out according to the design requirement, a tensioning machine is arranged on the top of the energy-consuming inner core 7, and one side of the tensioning machine is tensioned. The second step is that: the general arrangement of whole prestressed steel strand 11 is well restrainted in the whole steel strand pore 14 of basic bearing platform section 2, whole prestressed steel strand 11 penetrates anchorage device 13 and presss from both sides tightly in the through-penetration hole that basic bearing platform section 2 tensioning one side was reserved, fix as required, vertical placing, place middle prefabricated segment 6 in proper order, prefabricated segment 4 in top and mound top section 1, treat that mound top section 1 places, it presss from both sides tightly in whole prestressed steel strand 11 penetrates anchorage device 13 in the hole that 1 tensioning one side was reserved of mound top section, arrange tensioning machinery at mound top section 1, one side tensioning.
The scheme of two-end symmetrical tensioning is divided into two steps: the method comprises the steps of firstly tensioning the energy-consuming inner core 7 and the local prestressed steel strands 12 in the basic bearing platform section 2, and secondly tensioning the full-length arranged integral prestressed steel strands 11. The first step is as follows: firstly, the energy-consuming inner core 7 is inserted into a rectangular hole in the top of the basic bearing platform section 2 in a socket mode, the energy-consuming inner core is horizontally placed on a cushion layer, a central hole is reserved in the basic bearing platform section 2, local prestress steel strands 12 in the energy-consuming inner core 7 are well bundled, the bottom of the basic bearing platform section 2 and the top of the energy-consuming inner core 7 are fixed through an anchorage device, and two ends of the anchorage device are symmetrically tensioned. The second step is that: the tensioned energy-consuming inner core 7, the bottom prefabricated section 5, the foundation bearing platform section 2 and other components are horizontally placed on a cushion layer, the whole prestressed steel strand 11 arranged in the through length is penetrated, the top of the pier top section 1 and the through hole reserved at the bottom of the foundation bearing platform section 2 are fixed by using an anchorage device, the two ends of the foundation bearing platform section are symmetrically tensioned, and then the whole pier structure is lifted by adopting lifting equipment and placed well.
The stress analysis of the self-resetting prefabricated assembled pier of the invention shows that:
1. the self-resetting prefabricated assembled pier is used for resisting horizontal-to-transverse-bridge-to-seismic action analysis, anti-seismic along the bridge direction can be arranged according to a transverse-to-bridge structure form, and when the structure is subjected to transverse-to-bridge seismic action, acting force is transmitted from bottom to top along a foundation, so that reciprocating horizontal force action can be simplified to be exerted along the top surface of a pier column of the pier;
2. the construction efficiency is improved by adopting a full-segment prefabricated assembly technology compared with the traditional pouring means, SMA energy dissipation ribs and integral prestressed steel strands which are arranged from top to bottom in a continuous manner are arranged at the prefabricated segments at the bottom of the two sides of the pier column, and the integral energy dissipation capacity of the pier is greatly improved;
3. under the action of a small earthquake, when the acting force transmitted to the pier structure is small, the section of the plastic hinge area has no open crack, the SMA energy dissipation rib on one side of the pier column is tensioned, the SMA energy dissipation rib on one side is pressed, and the concrete in the plastic hinge area bears the shearing stress and is in an elastic state as a whole;
4. when the earthquake acting force is continuously increased, an opening crack and a stress concentration area are generated between the prefabricated section at the bottom of the plastic hinge area and the basic bearing platform section, energy-consuming inner cores are additionally arranged among the prefabricated section at the bottom, the middle prefabricated section and the basic bearing platform section, the energy-consuming inner cores are compressed, deformed and consumed, the concrete crushing damage of the plastic hinge area is effectively relieved, and the energy-consuming inner cores are assembled by adopting local prestressed steel strands, so that the energy-consuming capacity of the energy-consuming inner cores is improved, the energy-consuming inner cores have a self-resetting effect, and the damage of the inner cores is reduced;
5. under the action of medium and large earthquakes, an opening crack appears between the bottom prefabricated section of the plastic hinge area and the base bearing platform section to form a swing structure, the energy-consuming inner core is inserted in the base bearing platform and is attached to the inner sections of the bottom prefabricated section and the middle prefabricated section, the width of the opening crack is effectively controlled, vertical SMA energy-consuming ribs in the bottom prefabricated section and the middle prefabricated section and integral prestressed steel strands in the two parts are subjected to compression deformation energy consumption and combined action, better energy-consuming capacity is provided for the structure, and the earthquake response of the structure is reduced;
6. under the reciprocating action of earthquake, the earthquake action is transmitted to the pier structure, so that the pier segments swing, when the outside is violently reduced or dissipated, a better restoring force action is provided under the combined action of the stretching force of the integral prestressed steel strands arranged in the full length mode, the stretching force of the local prestressed steel strands in the energy dissipation inner core and the stretching force of the SMA energy dissipation ribs on the two sides, the integral prestressed steel strands and the energy dissipation inner core are restored to a balanced state, and the SMA energy dissipation ribs can realize self-restoration after the earthquake by utilizing the shape memory effect of the material, so that the residual deformation of the plastic hinge area is reduced.
The self-resetting prefabricated assembled pier can simultaneously give consideration to the self-resetting function and the energy consumption function, and effectively improves the anti-seismic performance of a bridge.
In other embodiments, a suitable number of intermediate prefabricated sections may be selected depending on the height of the pier body.
The above-described embodiments of the present invention do not limit the scope of the present invention. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the scope of the claims of the present invention.
Claims (7)
1. The utility model provides a pier is assembled from prefabrication that restores to throne which characterized in that includes:
a base bearing platform section;
a pier top section;
the pier body comprises a top prefabricated section, a bottom prefabricated section and at least one middle prefabricated section, the top prefabricated section and the bottom prefabricated section are vertically arranged, the top prefabricated section is connected with the pier top section, and the bottom prefabricated section is connected with the foundation bearing platform section;
the energy-consuming inner core is arranged in the bottom prefabricated section, the bottom end of the energy-consuming inner core is inserted into the foundation bearing platform section, and the top end of the energy-consuming inner core penetrates through the bottom prefabricated section and is inserted into the middle prefabricated section connected with the bottom prefabricated section;
the prestressed steel strand comprises a plurality of integral prestressed steel strands and a plurality of local prestressed steel strands, the integral prestressed steel strands simultaneously penetrate through the pier top section, the top prefabricated section, each middle prefabricated section, the bottom prefabricated section and the foundation bearing platform section, the top end of the integral prestressed steel strand is anchored at the top of the pier top section, and the bottom end of the integral prestressed steel strand is anchored at the bottom of the foundation bearing platform section; the local prestress steel strand simultaneously penetrates through the energy-consuming inner core and the basic bearing platform section, the top end of the local prestress steel strand is anchored at the top of the energy-consuming inner core, and the bottom end of the local prestress steel strand is anchored at the bottom of the basic bearing platform section;
and the SMA energy consumption ribs are arranged and are parallel to the prestressed steel strands, the SMA energy consumption ribs penetrate through the bottom prefabricated sections, the top ends of the SMA energy consumption ribs are anchored in the middle prefabricated sections connected with the bottom prefabricated sections, and the bottom ends of the SMA energy consumption ribs are anchored in the foundation bearing platform sections.
2. The self-resetting prefabricated assembled pier according to claim 1, wherein the pier body is of a hollow structure, hollow holes which are coaxial and communicated with each other up and down are formed in the top prefabricated section, the middle prefabricated section and the bottom prefabricated section, and integral steel strand ducts which are communicated with each other up and down and through which the integral prestressed steel strands penetrate are formed in the positions, on two sides of the hollow holes, of the top prefabricated section, the middle prefabricated section and the bottom prefabricated section; the energy-consuming inner core is arranged in the hollow hole, and the energy-consuming inner core and the basic bearing platform section are provided with local steel strand pore passages which are communicated one by one up and down and through which the local prestressed steel strands pass; and SMA rib pore canals which are communicated up and down in a one-to-one correspondence manner are arranged on the left side and the right side of the hollow hole on the bottom prefabricated section, the foundation bearing platform section and the middle prefabricated section connected with the bottom prefabricated section.
3. The self-resetting precast assembled pier according to claim 2, wherein the integral steel strand pore channels on the same side of the hollow hole are arranged side by side at equal intervals.
4. The self-resetting prefabricated assembly pier according to claim 3, wherein the SMA rib pore channels are arranged between two adjacent integral steel strand pore channels.
5. The self-resetting prefabricated assembly pier according to any one of claims 2 to 4, wherein the energy-consuming inner core is of a variable cross-section structure and comprises a large-diameter section matched with the hollow hole and a small-diameter section coaxial with the large-diameter section, the small-diameter section is spliced with the foundation bearing platform section, the large-diameter section is located between the bottom prefabricated section and the middle prefabricated section connected with the bottom prefabricated section, and the small-diameter section and the large-diameter section are provided with the local steel strand pore channels at positions corresponding to the small-diameter section.
6. The self-resetting prefabricated assembly pier according to any one of claims 1 to 4, wherein L-shaped steel bars are embedded in the foundation bearing platform section at positions corresponding to the SMA energy dissipation bars, a sleeve is connected to a vertical section of each L-shaped steel bar, and the bottoms of the SMA energy dissipation bars are connected with the L-shaped steel bars through the sleeves.
7. The self-resetting prefabricated assembly pier according to any one of claims 1 to 4, wherein the energy-consuming inner core is cast by ECC or UHPC.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210948913.0A CN115369747A (en) | 2022-08-09 | 2022-08-09 | Self-resetting prefabricated assembled pier |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210948913.0A CN115369747A (en) | 2022-08-09 | 2022-08-09 | Self-resetting prefabricated assembled pier |
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| CN115369747A true CN115369747A (en) | 2022-11-22 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117385732A (en) * | 2023-11-30 | 2024-01-12 | 石家庄铁道大学 | Prefabricated assembly type swing pier structure system, installation method and application |
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- 2022-08-09 CN CN202210948913.0A patent/CN115369747A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117385732A (en) * | 2023-11-30 | 2024-01-12 | 石家庄铁道大学 | Prefabricated assembly type swing pier structure system, installation method and application |
| CN117385732B (en) * | 2023-11-30 | 2024-06-04 | 石家庄铁道大学 | Prefabricated assembly type swing pier structure system, installation method and application |
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