CN115094951B - Local assembly type anti-seismic tough subway station structure - Google Patents
Local assembly type anti-seismic tough subway station structure Download PDFInfo
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- CN115094951B CN115094951B CN202210873473.7A CN202210873473A CN115094951B CN 115094951 B CN115094951 B CN 115094951B CN 202210873473 A CN202210873473 A CN 202210873473A CN 115094951 B CN115094951 B CN 115094951B
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- 238000011065 in-situ storage Methods 0.000 claims abstract description 49
- 239000000463 material Substances 0.000 claims description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 239000004567 concrete Substances 0.000 claims description 12
- 125000006850 spacer group Chemical group 0.000 claims description 12
- 229910000976 Electrical steel Inorganic materials 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 6
- 239000011178 precast concrete Substances 0.000 claims description 6
- 238000010008 shearing Methods 0.000 claims description 5
- 230000009471 action Effects 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims description 2
- 238000007906 compression Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 15
- 238000004078 waterproofing Methods 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 239000003822 epoxy resin Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 229920000647 polyepoxide Polymers 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 241000863480 Vinca Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012946 outsourcing Methods 0.000 description 1
- 230000002028 premature Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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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
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Sustainable Development (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The invention discloses a partially assembled anti-seismic tough subway station structure which comprises an underground continuous wall, a cast-in-situ bottom plate, a bottom beam, a cast-in-situ side wall, a superposed middle plate, a prefabricated upright post, a prefabricated beam and a prefabricated arched top plate. The underground continuous wall, the bottom plate and the side walls are cast in situ, the prefabricated upright posts are connected with the prefabricated beams through grouting sleeves, the middle plate is a laminated plate, and the prefabricated arched top plate is prefabricated in a factory and transported to be assembled in situ. The prefabricated arch top plate distributes the vertical load to the side wall more, so that the axial-pressure ratio of the anti-seismic key upright post is reduced; the upright posts are in non-rigid connection with the top plate, the middle plate and the bottom plate, the prefabricated arched top plates are connected by adopting flexible tongue-and-groove joints, and the integral deformability of the structure is obviously improved; meanwhile, the bottom of the prefabricated lower column is provided with a self-resetting support, and the anti-seismic toughness of the structure is obviously enhanced. The invention has simple structure, convenient construction and easy waterproofing, and accords with the industrialization trend of the building.
Description
Technical Field
The invention relates to the field of civil engineering design and construction, in particular to the field of earthquake-resistant design of assembled subway station structures, and specifically relates to a partially assembled earthquake-resistant tough subway station structure.
Background
With the rapid development of underground engineering construction technology and construction mechanization in China, the assembly type construction technology of large-scale underground subway station structures is rising. The vinca subway has built a multi-seat fully prefabricated single-arch large-span subway station structure, and the technology is popularized and applied in the cities of Qingdao, shenzhen and the like. The subway station construction technologies such as assembly integration, superposition assembly and the like are also developed on various places throughout the country.
The earthquake-resistant performance of the assembled subway station is an important factor for influencing the popularization of the assembled subway station in areas with high earthquake intensity. Examples and studies of earthquake damage have shown that: the upright post is an anti-seismic weak link of the frame type subway station, and the axial pressure ratio of the upright post is several times or even 10 times that of the side wall, so that the horizontal deformation capacity of the upright post is weaker than that of the side wall under the action of an earthquake to cause premature failure. Therefore, the key to improving the earthquake-proof performance of the underground structure is to change the stress and deformation conditions of the upright post.
The subway engineering is an important component of urban life line engineering, and the anti-seismic toughness of the subway engineering is related to the disaster prevention and reduction capability and post-earthquake rescue efficiency of the city. According to the earthquake damage mechanism of the underground structure, flexible nodes are adopted to reduce unfavorable loads borne by the earthquake-resistant weak members, and the lateral deformation capacity of the structure is enhanced, so that the method is an important way for improving the earthquake-resistant toughness of the underground structure.
The arch structure is a curve structure which mainly bears axial pressure and maintains balance by thrust at two ends, and compared with a beam with the same span, the arch structure bears smaller shearing force and bending moment. The top plate of the subway station adopts an arch structure form, so that the vertical load of the upper soil covering body can be shared to the side walls on two sides through the arch top plate more, and the vertical load borne by the upright post is reduced. Under the same span condition, the bending moment and the shearing force of the cross section of the arched top plate are smaller than those of the plane plate, so that the thickness of the top plate can be reduced, materials are saved, and the crossing capacity is improved.
Chinese patent CN110512647a discloses a partially assembled subway station structure design and construction method. According to the method, the prefabricated arched top plate is matched with the cast-in-situ side wall-bottom plate, so that the formwork work load is reduced, and the load distribution of the vertical bearing member of the underground structure is optimized.
Disclosure of Invention
In order to improve the anti-seismic performance of the frame type subway station structure and simultaneously utilize the advantages of the assembly type construction technology, the invention provides a partially assembled anti-seismic ductile subway station structure.
In order to achieve the above purpose, the invention adopts the following technical scheme:
A partially assembled anti-seismic tough subway station structure, comprising: the concrete-filled self-resetting concrete-filled underground diaphragm wall comprises an underground diaphragm wall (1), a cast-in-situ side wall (2), a bracket (3), a cast-in-situ bottom plate (4), a cast-in-situ bottom beam (5), a prefabricated lower column (6), a prefabricated middle beam (7), a superposed middle plate (8), a prefabricated upper column (9), a prefabricated top beam (10), a prefabricated arched top plate (groove) (11), a prefabricated arched top plate (tenon) (12), a tenon-and-mortise joint (13), a straight bolt (14), a relay steel bar (15), a grouting tenon-and-mortise joint (16), qu Luoshuan (17), a rubber spacer (18), a shear key (19), a deformation joint (20), a steel plate (21), a self-resetting support (22) and a high-elasticity grouting material (23).
The underground continuous wall (1) is an enclosure structure of an open cut foundation pit of a subway station, and after the foundation pit excavation and cushion layer construction are completed, reinforcing steel bars are bound, a cast-in-situ bottom plate (4), a cast-in-situ bottom beam (5) and a cast-in-situ side wall (2) provided with brackets (3) are cast in situ. And the prefabricated lower column (6), the prefabricated middle beam (7), the prefabricated upper column (9) and the prefabricated top beam (10) are connected and assembled in a grouting sleeve connection mode. The superposition middle plate (8) consists of a precast concrete plate and post-cast concrete, wherein the precast concrete plate is connected to the bracket (3) and the precast middle beam (7) and is used as a permanent template of the post-cast concrete superposition layer. The prefabricated arch top plate (groove) (11) and the prefabricated arch top plate (tenon) (12) are connected into an arch through a tenon-and-mortise joint (13) and a straight bolt (14), and are respectively connected with the cast-in-place side walls (2) on two sides through grouting tenon-and-mortise joints (16) and Qu Luoshuan (17). The prefabricated arch top plate is longitudinally reserved with a pore canal and is in ring-by-ring tensioning connection by using a relay steel bar (15).
The outside of the cast-in-situ side wall (2) takes the underground continuous wall (1) as a template, and reliable connection of the cast-in-situ side wall (2) and the underground continuous wall (1) is realized by arranging connecting steel bars or anchoring elements, so that the two are guaranteed to bear force together.
Reserving a cup rim foundation when pouring the cast-in-situ bottom beam (5), wherein the bottom end size of the cup rim foundation is the same as that of the prefabricated lower column (6), and the cup rim foundation is gradually enlarged upwards so as to facilitate the hoisting of the prefabricated lower column (6). After the prefabricated lower column (6) is positioned and fixed, high-elasticity grouting material (23) is injected into the gap of the cup opening. Preferably, the self-resetting supports (22) are arranged on the left side and the right side of the prefabricated lower column (6) in the cross section of the station, one end of each self-resetting support is connected to an outer steel plate (21) of the prefabricated lower column (6), the other end of each self-resetting support is connected to a pre-buried connecting piece of the cast-in-situ bottom plate (4), and the range of each outer steel plate (21) is between the upper surface of the cast-in-situ bottom beam and the station layer. When the prefabricated lower column (6) horizontally deforms, the high-elasticity grouting material (23) can elastically deform, so that the embedding moment at the bottom of the prefabricated lower column (6) is reduced; while the two-sided self-resetting support (22) generates an axial load against deformation. The elastic restoring force of the high-elasticity grouting material (23) and the restoring force of the self-resetting support (22) jointly ensure the post-earthquake deformation restoring capability of the upright post.
The connecting nodes among the prefabricated lower column (6), the prefabricated middle beam (7), the prefabricated upper column (9) and the prefabricated top beam (10) can be considered according to 'equivalent cast-in-situ'.
The prefabricated middle beam (7) and the superposed middle plate (8) are in flexible lap joint, a deformation joint (20) is arranged between the superposed middle plate (8) and the prefabricated upper column (9), and when the station structure is deformed between horizontal layers, relative sliding and rotation can occur between the prefabricated middle beam (7) and the superposed middle plate (8), and shearing force and bending moment can be released to a greater extent.
The tongue-and-groove joint (13) is connected to a rubber spacer (18) arranged on the upper surface of the prefabricated top beam (10), part of vertical load borne by the arched top plate is transmitted to the prefabricated upper column (9) through the rubber spacer (18), and the size of the part of vertical load can be adjusted by changing the vertical compression rigidity of the rubber spacer (18). When the vertical compressive rigidity is smaller, the rubber spacer (18) generates larger compressive deformation, and the vertical load is more shared to the side wall through the arch action of the arch top plate. The shear key (19) is embedded on the prefabricated top beam (10) and extends into a reserved rectangular groove of the tongue-and-groove joint (13) to prevent excessive horizontal relative deformation between the tongue-and-groove joint (13) and the prefabricated top beam (10).
The grouting material of the grouting tongue-and-groove joint (16) can be high-grade cement mortar, epoxy resin slurry and the like.
After the prefabricated arched roof (groove) (11) and the prefabricated arched roof (tenon) (12) are all installed, the waterproof coiled material is externally adhered to perform the total external waterproof of the arched roof, and the waterproof coiled material is matched with the waterproof rubber strips of the concrete which are self-waterproof and the seams of the prefabricated parts are compressed to form a multi-channel waterproof structure.
The beneficial effects of the invention are as follows:
1. Structural anti-seismic aspect: the prefabricated arched top plates (tenons) are connected with the prefabricated arched top plates (grooves) by adopting flexible mortise joints, and when the structure is horizontally deformed, the mortise joints can relatively rotate or slide, so that the deformation capacity of the side walls and the top plates of the station structure is greatly improved; the vertical load is distributed to the side wall more by utilizing the arch effect of the arch top plate, so that the axial-pressure ratio of the key upright post is reduced, and the integral shock resistance of the structure is facilitated; meanwhile, the upright posts are in non-rigid connection with the top plate, the middle plate and the bottom plate, the upper upright post and the lower upright post can be considered as integral long posts with semi-rigid constraint at two ends, and the deformation capacity of the upright posts is obviously improved; through setting up bottom self-resetting support, the anti-seismic toughness of stand further promotes.
2. The structural construction aspect is as follows: the outside of the side wall takes the underground diaphragm wall as a template, only a single side template is needed, and the cast-in-situ bottom plate, the superposed middle plate and the prefabricated arched top plate do not need to be supported. In addition, when cast-in-situ bottom plates, cast-in-situ side walls and underground continuous walls are cast into a whole, a stable and smooth base can be formed for assembling the prefabricated arch top plates, and the installation difficulty of the prefabricated arch top plates is greatly reduced.
3. Waterproof aspect of the structure: compared with a fully prefabricated subway station structure, the prefabricated part of the partially assembled structure has fewer splicing seams, the assembled top plate has relatively shallow burial depth (lower underground water pressure), and is provided with a plurality of waterproof measures such as fully outsourcing waterproof measures, seam waterproof measures and the like, so that the waterproof quality can easily meet the requirements.
Drawings
Fig. 1 is a schematic perspective view of a partially assembled anti-seismic ductile subway station structure and an underground diaphragm wall according to the present invention.
Fig. 2 is a plan view of a partially assembled anti-seismic ductile subway station structure of the present invention.
Fig. 3 is a detailed construction of the tongue-and-groove joint-prefabricated header connection node of the present invention.
Fig. 4 is a detailed construction of the cast-in-place floor-prefabricated lower column connection node of the present invention.
In the figure, a 1-underground continuous wall; 2-cast-in-situ side walls; 3-corbels; 4-cast-in-situ bottom plate; 5-cast-in-situ bottom beams; 6-prefabricating a lower column; 7-prefabricating a middle beam; 8-laminating the middle plate; 9-prefabricating an upper column; 10-prefabricating a top beam; 11-prefabricating arched roof (trough); 12-prefabricating an arched roof (tenon); 13-tongue and groove joint; 14-straight bolts; 15-relay steel bars; 16-grouting tongue-and-groove joint; 17-bending bolts; 18-rubber spacers; 19-shear key; 20-deformation joint; 21-a steel plate; 22-self-resetting support; 23-high elasticity grouting material.
Detailed Description
The invention will be described in detail below with reference to the drawings and the detailed description.
Fig. 1 is a schematic perspective view of a sub-assembly type anti-seismic flexible subway station structure and an underground continuous wall, and fig. 2 is a plan view of the sub-assembly type anti-seismic flexible subway station structure, and mainly comprises an underground continuous wall (1), a cast-in-situ side wall (2), a bracket (3), a cast-in-situ bottom plate (4), a cast-in-situ bottom beam (5), a prefabricated lower column (6), a prefabricated middle beam (7), a superposed middle plate (8), a prefabricated upper column (9), a prefabricated top beam (10), a prefabricated arch top plate (groove) (11), a prefabricated arch top plate (tenon) (12), a tongue-and-groove joint (13), a straight bolt (14), a relay type steel bar (15), grouting tongue-and-groove nodes (16), qu Luoshuan (17), a rubber spacer (18), a shear key (19), a deformation joint (20), a steel plate (21), a self-resetting support (22) and a high-elasticity grouting material (23).
The underground continuous wall (1) is an enclosure structure of an open cut foundation pit of a subway station, the outside of the cast-in-situ side wall (2) takes the underground continuous wall (1) as a template, and reliable connection of the cast-in-situ side wall (2) and the underground continuous wall (1) is realized by arranging connecting steel bars or anchoring elements, so that the cast-in-situ side wall and the underground continuous wall (1) are stressed together. After the foundation pit excavation and cushion layer construction are completed, binding reinforcing steel bars, and casting in-situ cast-in-situ bottom plates (4), cast-in-situ bottom beams (5) and cast-in-situ side walls (2) provided with brackets (3). The prefabricated lower column (6), the prefabricated middle beam (7), the prefabricated upper column (9) and the prefabricated top beam (10) are installed in a connecting mode such as a grouting sleeve. The superposition middle plate (8) consists of a precast concrete plate and post-cast concrete, wherein the precast concrete plate is connected to the bracket (3) and the precast middle beam (7) and is used as a permanent template of the post-cast concrete superposition layer. The prefabricated arch top plate (groove) (11) and the prefabricated arch top plate (tenon) (12) are connected into an arch through a tongue-and-groove joint (13) and a straight bolt (14) and are respectively connected with the cast-in-place side walls (2) on two sides through grouting tongue-and-groove joints (16) and Qu Luoshuan (17), and grouting materials of the grouting tongue-and-groove joints (16) can be high-grade cement mortar, epoxy resin slurry and the like. The prefabricated arch top plate is longitudinally reserved with a pore canal and is in ring-by-ring tensioning connection by using a relay steel bar (15).
As shown in fig. 2, the prefabricated middle beam (7) and the folding middle plate (8) are in flexible lap joint, a deformation joint (20) is arranged between the folding middle plate (8) and the prefabricated upper column (9), when the station structure is deformed horizontally between the layers, relative sliding and rotation can be carried out between the prefabricated middle beam (7) and the folding middle plate (8), and shearing force and bending moment can be released to a greater extent.
Fig. 3 is a detailed construction of the tongue-and-groove joint-prefabricated header connection node of the present invention. The tongue-and-groove joint (13) is connected to a rubber spacer (18) arranged on the upper surface of the prefabricated top beam (10), and the shear key (19) is embedded on the prefabricated top beam (10) and extends into a reserved rectangular groove of the tongue-and-groove joint (13) to prevent excessive horizontal relative deformation between the tongue-and-groove joint (13) and the prefabricated top beam (10).
Fig. 4 is a detailed construction of the cast-in-place floor-prefabricated lower column connection node of the present invention. Reserving a cup mouth when pouring the cast-in-situ bottom beam (5), wherein the bottom end of the cup mouth is the same as the prefabricated lower column (6), and the size of the bottom end of the cup mouth is gradually enlarged upwards, so that the prefabricated lower column (6) is convenient to hoist. After the prefabricated lower column (6) is positioned and fixed, high-elasticity grouting material (23) is injected into the gap of the cup opening. Preferably, the self-resetting supports (22) are arranged on the left side and the right side of the prefabricated lower column (6) in the cross section of the station, one end of the self-resetting supports is connected to an outer wrapping steel plate (21) of the prefabricated lower column (6), and the other end of the self-resetting supports is connected to a pre-buried connecting piece of the cast-in-situ bottom plate (4). When the prefabricated lower column (6) horizontally deforms, the high-elasticity grouting material (23) can elastically deform, so that the embedding moment at the bottom of the prefabricated lower column (6) is reduced; while the two-sided self-resetting support (22) generates an axial load against deformation. The elastic restoring force of the high-elasticity grouting material (23) and the restoring force of the self-resetting support (22) jointly ensure the post-earthquake deformation restoring capability of the upright post.
After the prefabricated arch top plate (groove) (11) and the prefabricated arch top plate (tenon) (12) are all installed, the waterproof coiled material is externally adhered to perform the total external waterproof of the arch top plate, and the waterproof coiled material is matched with the waterproof rubber strips of the concrete which are self-waterproof and the seams of the prefabricated parts are compressed to form a multi-channel waterproof structure.
The foregoing detailed description of the invention should not be taken as limiting the scope of the invention, which is defined by the appended claims.
Claims (2)
1. A partially assembled anti-seismic tough subway station structure, comprising: the concrete pouring structure comprises an underground diaphragm wall (1), a cast-in-situ side wall (2), brackets (3), a cast-in-situ bottom plate (4), a cast-in-situ bottom beam (5), a prefabricated lower column (6), a prefabricated middle beam (7), a superposed middle plate (8), a prefabricated upper column (9), a prefabricated top beam (10), a prefabricated arched roof-groove (11), a prefabricated arched roof-tenon (12), a tenon-groove joint (13), a straight bolt (14), a relay steel bar (15), grouting tenon-groove joints (16) and Qu Luoshuan (17);
The underground continuous wall (1) is an enclosure structure of an open cut foundation pit of a subway station, and after the foundation pit is excavated and the cushion layer is constructed, steel bars are bound, a cast-in-situ bottom plate (4), a cast-in-situ bottom beam (5) and a cast-in-situ side wall (2) provided with brackets (3) are cast in situ; the prefabricated lower column (6), the prefabricated middle beam (7), the prefabricated upper column (9) and the prefabricated top beam (10) are connected and assembled in a grouting sleeve connection mode; the superposition middle plate (8) consists of a precast concrete plate and post-cast concrete, wherein the precast concrete plate is connected to the bracket (3) and the precast middle beam (7) and is used as a permanent template of the post-cast concrete superposition layer; the prefabricated arched roof-groove (11) and the prefabricated arched roof-tenon (12) are connected into an arch through a tenon-groove joint (13) and a straight bolt (14) and are respectively connected with the cast-in-situ side walls (2) on two sides through grouting tenon-groove joints (16) and Qu Luoshuan (17); the prefabricated arch top plate is longitudinally reserved with a pore canal and is in ring-by-ring tensioning connection by using a relay steel bar (15);
The outside of the cast-in-situ side wall (2) takes the underground continuous wall (1) as a template, and reliable connection and joint stress of the cast-in-situ side wall (2) and the underground continuous wall (1) are realized through arranging connecting steel bars or anchoring elements;
Reserving a cup rim foundation when the cast-in-situ bottom beam (5) is poured, wherein the bottom end of the cup rim foundation is the same as the prefabricated lower column (6), and the size of the cup rim foundation is gradually enlarged upwards so as to facilitate the hoisting of the prefabricated lower column (6); after the prefabricated lower column (6) is positioned and fixed, high-elasticity grouting material (23) is injected into the gap of the cup opening; the self-resetting supports (22) are arranged at the left side and the right side of the prefabricated lower column (6) in the cross section of the station, one end of each self-resetting support is connected to an outer wrapping steel plate (21) of the prefabricated lower column (6), the other end of each self-resetting support is connected to a pre-buried connecting piece of the cast-in-situ bottom plate (4), and the range of each outer wrapping steel plate (21) is between the upper surface of the cast-in-situ bottom beam and the station layer; when the prefabricated lower column (6) horizontally deforms, the high-elasticity grouting material (23) can elastically deform, so that the embedding moment at the bottom of the prefabricated lower column (6) is reduced; simultaneously, the self-resetting supports (22) on the two sides generate axial load for resisting deformation; the elastic restoring force of the high-elasticity grouting material (23) and the restoring force of the self-resetting support (22) jointly ensure the post-earthquake deformation restoring capability of the upright post;
The prefabricated middle beam (7) and the superposed middle plate (8) are flexibly overlapped, a deformation joint (20) is arranged between the superposed middle plate (8) and the prefabricated upper column (9), and when the station structure is deformed horizontally between layers, the prefabricated middle beam (7) and the superposed middle plate (8) can slide and rotate relatively, and shearing force and bending moment can be released;
The tongue-and-groove joint (13) is connected to a rubber spacer (18) arranged on the upper surface of the prefabricated top beam (10), part of vertical load borne by the arched top plate is transferred to the prefabricated upper column (9) through the rubber spacer (18), and the magnitude of the vertical load is adjusted by changing the vertical compression rigidity of the rubber spacer (18); when the vertical compressive rigidity is smaller, the rubber spacer (18) generates larger compressive deformation, and the vertical load is more shared to the side wall through the arch action of the arch top plate; the shear key (19) is embedded on the prefabricated top beam (10) and extends into a reserved rectangular groove of the tongue-and-groove joint (13) to prevent excessive horizontal relative deformation between the tongue-and-groove joint (13) and the prefabricated top beam (10).
2. A sub-assembly anti-seismic flexible subway station structure according to claim 1, wherein: after the prefabricated arched roof-groove (11) and the prefabricated arched roof-tenon (12) are all installed, the waterproof coiled material is externally attached to perform the total external waterproof of the arched roof, and the waterproof coiled material is matched with the waterproof rubber strips of which the joints of the concrete are self-waterproof and the prefabricated parts are compressed to form a multi-channel waterproof structure.
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| CN115354693B (en) * | 2022-10-19 | 2023-03-17 | 中国铁路设计集团有限公司 | Open trench tunnel assembly type U-shaped groove structure and construction method |
| CN115726369B (en) * | 2022-12-08 | 2024-05-28 | 北京工业大学 | Subway station-viaduct co-construction anti-seismic toughness structure and design method |
| CN118390576B (en) * | 2024-06-27 | 2024-10-01 | 中铁二十五局集团第五工程有限公司 | Assembled subway station structure |
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