CN114809015B - Temporary support system and permanent structure combined construction method for open cut subway station - Google Patents
Temporary support system and permanent structure combined construction method for open cut subway station Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 59
- 238000011065 in-situ storage Methods 0.000 claims abstract description 51
- 238000000034 method Methods 0.000 claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims description 63
- 239000010959 steel Substances 0.000 claims description 63
- 239000004567 concrete Substances 0.000 claims description 31
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 14
- 239000011268 mixed slurry Substances 0.000 claims description 11
- 238000009412 basement excavation Methods 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 6
- 238000007788 roughening Methods 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 5
- 238000004519 manufacturing process Methods 0.000 claims description 5
- 238000009417 prefabrication Methods 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 4
- 238000005253 cladding Methods 0.000 claims description 4
- 239000011435 rock Substances 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000003475 lamination Methods 0.000 claims description 3
- 238000003860 storage Methods 0.000 claims description 3
- 238000013461 design Methods 0.000 abstract description 4
- 230000007547 defect Effects 0.000 abstract description 3
- 238000003912 environmental pollution Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 2
- 230000010354 integration Effects 0.000 abstract description 2
- 239000002002 slurry Substances 0.000 abstract description 2
- 239000002699 waste material Substances 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 4
- 239000002131 composite material Substances 0.000 description 3
- 238000013459 approach Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000012946 outsourcing Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
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- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
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- 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
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
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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
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
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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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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Abstract
The invention discloses a construction method for combining a temporary support system and a permanent structure of an open cut subway station, which comprises the following construction steps: constructing a fender pile machine structure of a foundation pit; excavating a part of a foundation pit; excavating the whole foundation pit; paving a cushion layer and a waterproof layer. The subway station constructed by adopting the open cut method provides a green design concept of 'permanent temporary integration', combines a traditional temporary support system of an enclosure structure with a permanent structure of the station by adopting a prefabricated and cast-in-situ method, and constructs a novel station superposed structure system, which can effectively solve the problems and defects of waste after removing temporary inner support members, incapability of exerting a later-stage effect by a guard pile, serious mechanical and slurry environmental pollution in foundation pit construction and the like, avoids the risks of foundation pit instability and the like caused by support disassembly, is a green and safe structural design system, and has stronger applicability in the construction practice process.
Description
Technical Field
The invention relates to the technical field of building structures, in particular to a construction method combining an open cut subway station temporary support system with a permanent structure.
Background
At present, the foundation pit supporting structure of the conventional underground open cut station is single in form, a pile supporting system or a pile anchor system is represented by a traditional 'filling fender pile', the open cut method fender structure is generally a bored pile, a meshed bored pile or a ground continuous wall, the temporary internal supporting system comprises a transverse horizontal support and a vertical support, wherein the transverse horizontal support mainly comprises a reinforced concrete support, a steel pipe support, a profile steel support, a horizontal connecting beam and the like, the first channel is a concrete support, the longitudinal distance is 6-9 m, the crown beam height of the fender pile is arranged, the rest is a steel support, 2-3 channels are arranged according to the vertical excavation height of the foundation pit, the vertical support is mainly a steel lattice column, the horizontal connecting beam is used for connecting the transverse horizontal support with the lattice column to form an integral internal supporting system, and the horizontal support and the fender structure jointly resist external rock mass, soil mass and water pressure lateral load during construction, so that the stability and safety of the foundation pit supporting are ensured.
However, the inner supporting system is used as a temporary supporting member in the construction method, all the inner supporting system is removed in the later period, and after the secondary lining structure of the station main body is completed, the foundation pit supporting system loses the original function in most cases, so that the foundation pit supporting concept of the traditional construction method is a 'permanent temporary separation' concept, and meanwhile, the traditional construction method has many problems and disadvantages, such as slow hole drilling and forming speed, easy hole collapse, high cost, long construction period, serious environmental pollution caused by mud and mechanical noise due to the later removal of the temporary structure, and therefore, the combined construction method of the temporary supporting system and the permanent structure of the open-cut subway station is provided.
Disclosure of Invention
(one) solving the technical problems
Aiming at the defects of the prior art, the invention provides a construction method combining an open cut subway station temporary support system with a permanent structure, so as to solve the problems in the background art.
(II) technical scheme
In order to achieve the above purpose, the present invention provides the following technical solutions: the construction method for combining the temporary support system and the permanent structure of the open cut subway station comprises the following construction steps of 0-medium and low-strength mixed slurry, 1-precast piles, 2-structure lining side walls, 3-reinforcing steel bar connectors, 4-cast-in-situ structure crown beams, 5- (1) -precast thin plate units, 5- (2) -cast-in-situ horizontal supports, 6 post-cast structure top plates, 7- (1) pre-cast top longitudinal beams, 7- (2) post-cast top longitudinal beams, 8- (1) precast column cores, 8- (2) outsourcing cast-in-situ layers, 9-temporary steel pipe supports, 10-cast-in-situ concrete piles, 11-steel connecting beam groove steel combined structures, 12-main body bottom plate and bottom longitudinal beam structures, 13-main body middle plates and medium longitudinal beam structures, wherein the construction steps comprise:
s01, constructing a fender post structure of a foundation pit;
s02, excavating a part of a foundation pit;
s03, excavating the whole foundation pit;
s04, paving a cushion layer and a waterproof layer;
s05, removing and connecting the two layers of the laminated casting;
s06, forming a permanent structural system of the prefabricated and cast-in-situ laminated beam slab;
s07, covering soil on the upper part of the top plate for backfilling, and recovering road traffic.
Preferably, according to the method provided in the step S01, constructing a waterproof curtain on the outer side of the foundation pit, then excavating the foundation pit to the bottom elevation of the crown beam 4 of the cast-in-situ structure, and starting to construct a foundation pit guard pile structure;
the implementation process comprises the following steps:
the precast pile 1 and the precast column core 8- (1) are precast in batch in advance in a factory, a steel bar connector 3 is pre-buried in advance in the production process of the components, then the precast components are transported to a construction site, after the drilling construction of the fender pile is finished, the precast pile 1 and the precast column core 8- (1) are accurately placed into a drilled hole through mechanical hoisting and pile-receiving positioning platforms, and a medium-low strength mixed slurry 0 is uniformly poured into a gap between the wall of the drilled hole and the precast pile 1 from bottom to top;
the space between the wall of the drilled hole and the prefabricated column core 8- (1) is filled with C25 and above strength concrete at the length below the longitudinal beam of the bottom plate to form a drilled hole filled concrete pile 10, so as to form an embedded end;
and filling coarse sand into the gap between the wall of the drilled hole and the prefabricated column core 8- (1) above the longitudinal beam of the bottom plate for backfilling and compacting.
Preferably, after the construction of the precast pile 1 and the precast pile core 8- (1) is completed, positioning and paying off are carried out on the cast-in-situ horizontal support 5- (2) and the pre-cast top longitudinal beam 7- (1), the foundation pit is excavated locally until the designed elevation of the support and the longitudinal beam is excavated, a thin cushion layer is laid, then the top reinforcement joint of the precast pile core 8- (1) is processed, the reinforcement of the support and the cast-in-situ structural crown beam 4 is bound, finally the concrete integral pouring of the components is carried out, and an internal support combined system for rigidly connecting the cast-in-situ horizontal support 5- (2), the pre-cast top longitudinal beam 7- (1) and the precast pile core 8- (1) in the construction stage is formed.
Preferably, according to the method proposed in the step S03, the foundation pit excavation is continued from top to bottom until the bottom of the foundation pit, the second temporary steel pipe support 9, the third temporary steel pipe support 9 and the steel-beam-connecting steel groove composite structure 11 are respectively erected until the whole foundation pit support system is completed, and meanwhile, when the foundation pit excavation approaches the precast pile 1, the middle-low strength mixed slurry 0 wrapped on the inner side of the precast pile 1 is manually chiseled off, so that the pile wall overlapping contact surface and the steel bar connector 3 are exposed.
Preferably, according to the method proposed in the step S04, the main body bottom plate and the bottom longitudinal beam structure 12 are poured, the third temporary steel tube support 9 is removed, a template support system is erected, the prefabricated pile 1 and the structural lining side wall 2 are overlapped to form an overlapped wall in a prefabricated and cast-in-place mode, and the prefabricated column core 8- (1) and the outer cladding cast-in-place layer 8- (2) are overlapped to form an overlapped column;
the laminated wall, the laminated column and the main middle plate and middle longitudinal beam structure 13 are combined to form a negative two-layer frame structure system;
the specific lamination process comprises the following steps:
(1) chiseling and cleaning the height range of the negative two layers of the prefabricated column core 8- (1) and connecting with the reinforcing steel bars in a connecting way, and pouring and overlapping the prefabricated column core and the cast-in-situ layer 8- (2) outside the column core;
(2) the joint surface of the lining side wall 2 of the negative two-layer structure and the precast pile 1 is a concave storage tank rough surface, the concave-convex depth is more than 6mm, the precast pile 1 is cleaned, and the wall stressed steel bars are connected with the precast pile 1 through the steel bar connectors 3 and are poured and overlapped;
the laminated wall, the laminated column, the main middle plate and the middle longitudinal beam structure 13 are completed in a cast-in-situ mode;
the embedded anchor of the prefabricated column core 8- (1) is HPB300 steel bar with the diameter of 8-12mm, the embedded anchor is required to be bent into a concrete protection layer in the prefabrication stage, the concrete protection layer is required to be chiseled out when the cast-in-situ layer 8- (2) is externally covered on the column core, and the embedded anchor bar is straightened and connected and anchored with the vertical stressed steel bar of the externally covered post-cast layer 8- (2).
Preferably, according to the method provided in the step S05, the second temporary steel pipe support 9 is removed, the lining side walls 2 of the negative one-layer two-side structure of the station and the precast pile 1 are connected through the reinforcing steel bar connector 3 and then poured to form a superposed wall, the upper end of the wall is provided with side wall brackets, the negative one-layer precast column core 8- (1) and the outer-coating cast-in-situ layer 8- (2) are poured and superposed to form a superposed column, and the superposition process is the same as that in the step S04.
Preferably, according to the method proposed in step S06, a prefabricated thin plate unit 5- (1) is continuously laid longitudinally on the top plate, two ends of the prefabricated thin plate unit are respectively set up on the bracket at the upper end of the structural lining wall 2 and the bracket at the side of the pre-cast top longitudinal beam 7- (1), the bracket is used as a supporting hinge point of the prefabricated thin plate unit 5- (1), the prefabricated thin plate unit 5- (1) is used as a bottom template of an upper post-cast layer and also as a part of a permanent top plate, stress reinforcing steel bars for binding the post-cast structural top plate 6 and the post-cast top longitudinal beam 7- (2) are laid, and after roughening treatment of the contact rough surfaces of the prefabricated structure and the post-cast structure is performed, concrete is continuously poured in layers, so that a permanent structural system of a 'prefabricated + cast-in-place' laminated beam plate is formed by combining the components of the prefabricated thin plate unit 5- (1), the pre-cast top longitudinal beam 7- (2), the post-cast structural top plate 6 and the like.
Preferably, according to the open-cut subway station proposed in steps S01 and S02, a "fender pile+inner support" system is used, and the superimposed structural system needs to be in a geological rock layer or a soil layer.
Preferably, the thickness dimension of the prefabricated thin panel unit 5- (1) is within 1.5 times the height dimension of the top panel, and the width dimension of the prefabricated panel is within 1/3 of the lateral support pitch dimension.
(III) beneficial effects
Compared with the prior art, the invention provides a construction method combining an open cut subway station temporary support system with a permanent structure, which has the following beneficial effects:
1. the invention provides a green design concept of 'permanent temporary integration' for a subway station built by adopting an open cut method, combines a traditional temporary support system of an enclosure structure with a permanent structure of the station by adopting a prefabricated and cast-in-situ method, and builds a novel station superposed structure system, which can effectively solve the problems and defects of waste after removing temporary inner support members, incapability of exerting a later effect by the enclosure piles, serious mechanical and mud environmental pollution in foundation pit construction and the like, avoids the risks of foundation pit instability and the like caused by support disassembly, is a green and safe structural design system, and has stronger applicability in the construction practice process.
2. The invention adopts a novel superposed structure system combining a temporary support system and a permanent structure, which is a rapid, safe and efficient construction method, and members such as enclosure precast piles, precast column cores, precast slabs and the like are produced in batch in a factory without cross interference of construction sites and professions, so that the work efficiency is greatly improved. Compared with the traditional technical method, the construction period of the prefabricated laminated pile is generally saved by 40-50%, the prefabricated thin plate replaces a unified full-hall plate buckle template support system, the safety is ensured, the apparent quality of concrete can be ensured, the operation time can be saved by about 8-15%, the laminated structure system reduces the loss of manpower and working hours, saves time and space, saves manufacturing cost and has better economy.
3. The construction process is clear, the operation is simple, and the practicability is strong under the condition of low underground water level in the open cut subway station.
Drawings
FIG. 1 is a schematic diagram of the steps of the method of the present invention;
FIG. 2 is a schematic diagram of the overall novel composite structural system of the station with a temporary support system and a permanent structure superimposed;
FIG. 3 is a schematic view of a station in part with a horizontal support, roof and roof rail "Yongzhi" in accordance with the present invention;
fig. 4 is a schematic diagram of a connection structure between a precast pile and a main body side wall superposed reinforcement;
fig. 5 is a schematic diagram of a connecting structure of superposed steel bars of prefabricated plates, post-cast roof plates, top stringers and other components;
FIG. 6 is a plan view of the reinforcement structure of the overlapping contact surface of the top longitudinal beam and the prefabricated column core according to the present invention;
fig. 7 is a plane of the connection construction of the prefabricated column core and the steel bars of the outer-coated post-pouring layer.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The invention provides a technical scheme, as shown in figures 1-7, a construction method for combining an open-cut subway station temporary support system and a permanent structure, which comprises 0-medium-low strength mixed slurry, 1-precast piles, 2-structure lining side walls, 3-reinforcing steel connectors, 4-cast-in-situ structure crown beams, 5- (1) -precast thin plate units, 5- (2) -cast-in-situ horizontal supports, 6 post-cast structure top plates, 7- (1) pre-cast top longitudinal beams, 7- (2) post-cast top longitudinal beams, 8- (1) precast column cores, 8- (2) outsourcing cast-in-situ layers, 9-temporary steel pipe supports, 10-bored concrete piles, 11-steel connecting beam groove steel combined structures, 12-main body bottom plate and bottom longitudinal beam structures, 13-main body middle plates and middle longitudinal beam structures, and the construction steps comprise the following steps:
s01, constructing a fender post structure of a foundation pit;
s02, excavating a part of a foundation pit;
s03, excavating the whole foundation pit;
s04, paving a cushion layer and a waterproof layer;
s05, removing and connecting the two layers of the laminated casting;
s06, forming a permanent structural system of the prefabricated and cast-in-situ laminated beam slab;
s07, covering soil on the upper part of the top plate for backfilling, and recovering road traffic.
Preferably, according to the method provided in the step S01, constructing a waterproof curtain on the outer side of the foundation pit, then excavating the foundation pit to the bottom elevation of the crown beam 4 of the cast-in-situ structure, and starting to construct a foundation pit guard pile structure;
the implementation process comprises the following steps:
the precast pile 1 and the precast column core 8- (1) are precast in batch in advance in a factory, a steel bar connector 3 is pre-buried in advance in the production process of the components, then the precast components are transported to a construction site, after the drilling construction of the fender pile is finished, the precast pile 1 and the precast column core 8- (1) are accurately placed into a drilled hole through mechanical hoisting and pile-receiving positioning platforms, and a medium-low strength mixed slurry 0 is uniformly poured into a gap between the wall of the drilled hole and the precast pile 1 from bottom to top;
the space between the wall of the drilled hole and the prefabricated column core 8- (1) is filled with C25 and above strength concrete at the length below the longitudinal beam of the bottom plate to form a drilled hole filled concrete pile 10, so as to form an embedded end;
and filling coarse sand into the gap between the wall of the drilled hole and the prefabricated column core 8- (1) above the longitudinal beam of the bottom plate for backfilling and compacting.
Preferably, after the construction of the precast pile 1 and the precast pile core 8- (1) is completed, positioning and paying off are carried out on the cast-in-situ horizontal support 5- (2) and the pre-cast top longitudinal beam 7- (1), the foundation pit is excavated locally until the designed elevation of the support and the longitudinal beam is excavated, a thin cushion layer is laid, then the top reinforcement joint of the precast pile core 8- (1) is processed, the reinforcement of the support and the cast-in-situ structural crown beam 4 is bound, finally the concrete integral pouring of the components is carried out, and an internal support combined system for rigidly connecting the cast-in-situ horizontal support 5- (2), the pre-cast top longitudinal beam 7- (1) and the precast pile core 8- (1) in the construction stage is formed.
Preferably, according to the method proposed in the step S03, the foundation pit excavation is continued from top to bottom until the bottom of the foundation pit, the second temporary steel pipe support 9, the third temporary steel pipe support 9 and the steel-beam-connecting steel groove composite structure 11 are respectively erected until the whole foundation pit support system is completed, and meanwhile, when the foundation pit excavation approaches the precast pile 1, the middle-low strength mixed slurry 0 wrapped on the inner side of the precast pile 1 is manually chiseled off, so that the pile wall overlapping contact surface and the steel bar connector 3 are exposed.
Preferably, according to the method proposed in the step S04, the main body bottom plate and the bottom longitudinal beam structure 12 are poured, the third temporary steel tube support 9 is removed, a template support system is erected, the prefabricated pile 1 and the structural lining side wall 2 are overlapped to form an overlapped wall in a prefabricated and cast-in-place mode, and the prefabricated column core 8- (1) and the outer cladding cast-in-place layer 8- (2) are overlapped to form an overlapped column;
the laminated wall, the laminated column and the main middle plate and middle longitudinal beam structure 13 are combined to form a negative two-layer frame structure system;
the specific lamination process comprises the following steps:
(1) chiseling and cleaning the height range of the negative two layers of the prefabricated column core 8- (1) and connecting with the reinforcing steel bars in a connecting way, and pouring and overlapping the prefabricated column core and the cast-in-situ layer 8- (2) outside the column core;
(2) the joint surface of the lining side wall 2 with the precast pile 1 in the negative two-layer structure is a concave storage tank rough surface so as to enhance the bonding force of new and old concrete, ensure common stress, ensure that the concave-convex depth is more than 6mm, clean, connect wall stress steel bars with the precast pile 1 through a steel bar connector 3 and pour and laminate;
the laminated wall, the laminated column, the main middle plate and the middle longitudinal beam structure 13 are completed in a cast-in-situ mode;
the embedded anchor of the prefabricated column core 8- (1) is HPB300 steel bar with the diameter of 8-12mm, and is convenient to bend, the embedded anchor is required to be bent into a concrete protection layer in the prefabrication stage, the concrete protection layer is required to be chiseled out when the cast-in-situ layer 8- (2) is covered outside the column core, and the embedded anchor bar is straightened and connected and anchored with the vertical stressed steel bar of the post-cast layer 8- (2).
Preferably, according to the method provided in the step S05, the second temporary steel pipe support 9 is removed, the lining side walls 2 of the negative one-layer two-side structure of the station and the precast pile 1 are connected through the reinforcing steel bar connector 3 and then poured to form a superposed wall, the upper end of the wall is provided with side wall brackets, the negative one-layer precast column core 8- (1) and the outer-coating cast-in-situ layer 8- (2) are poured and superposed to form a superposed column, and the superposition process is the same as that in the step S04.
Preferably, according to the method proposed in step S06, a prefabricated thin plate unit 5- (1) is continuously laid longitudinally on the top plate, two ends of the prefabricated thin plate unit are respectively set up on the upper end bracket of the lining wall 2 and the bracket on the side of the top pouring longitudinal beam 7- (1), the bracket is used as a supporting hinge point of the prefabricated thin plate unit 5- (1), the prefabricated thin plate unit 5- (1) is used as a bottom template of an upper post-pouring layer and also as a part of a permanent top plate, stress reinforcing steel bars for binding the top plate 6 of the post-pouring structure and the top pouring longitudinal beam 7- (2) are laid, and after roughening treatment of the contact rough surface of the prefabricated structure and the post-pouring structure is performed, concrete is continuously poured in layers, so that a 'prefabricated+cast-in-place' laminated beam plate permanent structure system formed by combining the components of the prefabricated thin plate unit 5- (1), the top pouring longitudinal beam 7- (2) and the top plate 6 of the post-pouring structure is formed, and all loads are borne outside jointly.
Preferably, according to the open-cut subway station proposed in steps S01 and S02, a "fender pile+inner support" system is used, and the superimposed structural system needs to be in a geological rock layer or a soil layer.
Preferably, the thickness dimension of the prefabricated thin plate unit 5- (1) is within 1.5 times of the height dimension of the top plate, the width dimension of the prefabricated plate is within 1/3 of the transverse supporting interval dimension, the weight of the component is reduced to the greatest extent on the premise of meeting the stress in the construction stage, the mechanical hoisting is convenient, the prefabricated plate can be a prefabricated component for applying a certain prestress for controlling deflection deformation.
The working principle of the device is as follows: firstly, an 'guard pile + inner support' support system is selected on a foundation pit support scheme according to stratum characteristics in an open cut subway station, and a temporary support combined system in a construction stage mainly comprises: the construction method comprises the steps of mixing slurry 0 with medium and low strength, precast piles 1, cast-in-situ horizontal supports 5- (2), pre-cast top longitudinal beams 7- (1), and a temporary support combined system formed by components such as a precast column core 8- (1) cast-in-situ concrete pile 10, wherein the temporary support combined system is not removed in the later period, but is used as a part of a permanent structure, after being overlapped with a post-cast structure, the temporary support combined system participates in the stress of the later use period, and plays two-stage roles simultaneously, namely, a temporary steel pipe support 9, the cast-in-situ concrete pile 10 and a steel connecting beam groove steel combined structure 11, wherein all the components in the construction stage combined system are used as a part of the permanent structure in the long-term use period, and form the permanent structure together after being overlapped with a lining structure;
after the foundation pit supporting scheme is determined, firstly, making a construction enclosure and traffic dispersion, and then, excavating and supporting the foundation pit, wherein the specific construction steps are as follows:
the construction method comprises the following steps: firstly, constructing a waterproof curtain on the outer side of a foundation pit, then excavating the foundation pit to the bottom elevation of a crown beam 4 of a cast-in-situ structure, and starting to construct a foundation pit fender pile structure, namely: the precast pile 1 and the precast column core 8- (1) are precast in batch in advance in a factory, a reinforcing steel bar connector 3 is pre-buried in advance in the production process of the components, then the precast components are transported to a construction site, after the drilling construction of the fender pile is finished, the precast pile 1 and the precast column core 8- (1) are accurately placed into a drilled hole through mechanical hoisting and pile-receiving positioning platforms, wherein a medium-low strength mixed slurry 0 is uniformly poured into a gap between a wall of the drilled hole and the precast pile 1 from bottom to top, C25 and more strength concrete is poured into the gap between the wall of the drilled hole and the precast column core 8- (1) below a longitudinal beam of a bottom plate to form a bored concrete pile 10, a caulking end is formed, and coarse sand is poured into the gap between the wall of the drilled hole and the precast column core 8- (1) above the longitudinal beam of the bottom plate for backfilling and compaction;
and a construction step II: after the construction of the foundation pit enclosure precast pile 1 and the precast column core 8- (1) is completed, positioning and paying off are carried out on the transverse horizontal support 5- (2) and the precast top longitudinal beam 7- (1), local excavation of the foundation pit is started until the foundation pit is excavated to the designed elevation of the support and the longitudinal beam, a thin cushion layer is paved, then the top steel bar joint connection of the precast column core 8- (1) is processed, the steel bars of the support and the crown beam 4 are bound, finally, the concrete integral pouring of the components is carried out, an inner support combined system which is rigidly connected with the transverse support 5- (2), the longitudinal connecting beam 7- (1) and the vertical support 8- (1) in the construction stage is formed, and the inner support system and the precast pile 1 jointly act, so that the stability and safety of excavation of the foundation pit are ensured;
and a construction step III: and (3) continuing excavation of the foundation pit from top to bottom until the bottom of the foundation pit is reached, respectively erecting a second temporary steel pipe support 9, a third temporary steel pipe support 9 and a steel-beam-groove steel combined structure 11 until the whole foundation pit support system is completed, and simultaneously, when the foundation pit is excavated and is close to the precast pile 1, manually wrapping the inner side of the precast pile 1
Chiseling the wrapped medium-low strength mixed slurry 0 to expose pile wall superposed contact surfaces and the reinforcing steel bar connectors 3;
and a construction step four: laying a cushion layer and a waterproof layer, pouring a main body bottom plate and a bottom longitudinal beam structure 12, removing a third temporary steel pipe support 9, erecting a template bracket system, overlapping a precast pile 1 and a structural lining side wall 2 in a 'prefabrication and cast-in-situ' mode to form an overlapped wall, overlapping a precast column core 8- (1) and an outer cladding cast-in-situ layer 8- (2) to form an overlapped column, and combining the overlapped wall, the overlapped column, a main body middle plate and a middle longitudinal beam structure 13 to form a negative two-layer frame structure system, wherein the concrete overlapping process is as follows: the secondary layer height range of the prefabricated column core 8- (1) is subjected to roughening cleaning and steel bar connection, casting and superposition are carried out on the secondary layer height range of the prefabricated column core and the cast-in-situ layer 8- (2) which is covered outside the column core, the side wall 2 of the secondary layer inner lining structure is subjected to roughening cleaning on the joint surface of the secondary layer inner lining structure and the prefabricated pile, the wall stressed steel bar is connected with the prefabricated pile 1 through the steel bar connector 3 and is cast and superposed, and the superposed wall, the superposed column, the main body middle plate and the middle longitudinal beam structure 13 are completed in a cast-in-situ mode, so that the anti-seismic performance of the member node is improved;
and step five, construction: removing a second temporary steel pipe support 9, connecting the lining side walls 2 of the negative one-layer two-side structure of the station with the precast pile 1 through the steel bar connectors 3, and pouring to form an overlapped wall, wherein side wall brackets are arranged at the upper end of the wall;
pouring and overlapping the negative one-layer prefabricated column core 8- (1) and the outer-covered cast-in-situ layer 8- (2) to form an overlapped column, wherein the overlapping process is the same as that of the fourth step;
and step six, construction: continuously paving a precast thin plate unit 5- (1) longitudinally on a top plate, respectively erecting brackets at the upper end of a structural lining wall 2 and bracket edges of a pre-cast top longitudinal beam 7- (1), wherein the brackets are used as supporting hinge points of the precast thin plate unit 5- (1), the precast thin plate unit 5- (1) is used as a bottom template of an upper post-cast layer and also serves as a part of a permanent top plate, then paving stress reinforcing steel bars for binding the post-cast structural top plate 6 and the post-cast top longitudinal beam 7- (2), and forming a layered continuous casting concrete after roughening treatment of a contact rough surface of the precast structure and the post-cast structure to form a precast and cast-in-place laminated beam plate permanent structural system formed by combining the precast thin plate unit 5- (1), the pre-cast top longitudinal beam 7- (1), the post-cast top longitudinal beam 7- (2), the post-cast structural top plate 6 and other components, and jointly bearing all external loads;
and seventhly, construction: and (5) covering soil on the upper part of the top plate for backfilling, and recovering road traffic.
Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (3)
1. A construction method for combining a temporary support system and a permanent structure of an open cut subway station is characterized by comprising the following steps: the construction method comprises the following construction steps of 0-medium and low strength mixed slurry, 1-precast piles, 2-structure lining side walls, 3-reinforcing steel connectors, 4-cast-in-situ structure crown beams, 5- (1) -precast thin plate units, 5- (2) -cast-in-situ horizontal supports, 6 post-cast structure top plates, 7- (1) pre-cast top longitudinal beams, 7- (2) post-cast top longitudinal beams, 8- (1) precast column cores, 8- (2) outsourced cast-in-situ layers, 9-temporary steel pipe supports, 10-cast-in-situ bored concrete piles, 11-steel connecting beam and groove steel combined structures, 12-main bottom plate and bottom longitudinal beam structures, 13-main middle plate and middle longitudinal beam structures:
s01, constructing a fender post structure of a foundation pit;
s02, excavating a part of a foundation pit;
s03, excavating the whole foundation pit;
s04, paving a cushion layer and a waterproof layer;
s05, removing and connecting the two layers of the laminated casting;
s06, forming a permanent structural system of the prefabricated and cast-in-situ laminated beam slab;
s07, covering soil on the upper part of the top plate for backfilling, and recovering road traffic;
constructing a waterproof curtain on the outer side of the foundation pit according to the method provided in the step S01, excavating the foundation pit to the bottom elevation of the cast-in-situ structure crown beam 4, and starting to construct a foundation pit guard pile structure;
the implementation process comprises the following steps:
the precast pile 1 and the precast column core 8- (1) are precast in batch in advance in a factory, a steel bar connector 3 is pre-buried in advance in the production process of the components, then the precast components are transported to a construction site, after the drilling construction of the fender pile is finished, the precast pile 1 and the precast column core 8- (1) are accurately placed into a drilled hole through mechanical hoisting and pile-receiving positioning platforms, and a medium-low strength mixed slurry 0 is uniformly poured into a gap between the wall of the drilled hole and the precast pile 1 from bottom to top;
the space between the wall of the drilled hole and the prefabricated column core 8- (1) is filled with C25 and above strength concrete at the length below the longitudinal beam of the bottom plate to form a drilled hole filled concrete pile 10, so as to form an embedded end;
filling coarse sand into the gap between the wall of the drilling hole and the prefabricated column core 8- (1) above the longitudinal beam of the bottom plate for backfilling and compacting;
according to the method provided in the step S02, after the construction of the precast pile 1 and the precast column core 8- (1) is completed, positioning and paying off are carried out on the cast-in-situ horizontal support 5- (2) and the precast column core 7- (1), the foundation pit is excavated locally until the designed elevation of the support and the longitudinal beam is excavated, a thin cushion layer is paved, then the top reinforcement joint of the precast column core 8- (1) is processed, the reinforcement of the support and the cast-in-situ structural crown beam 4 is bound, and finally, the concrete integral pouring of the components is carried out, so that an internal support combined system in which the cast-in-situ horizontal support 5- (2), the precast column core 7- (1) and the precast column core 8- (1) are rigidly connected in the construction stage is formed;
according to the method provided in the step S03, foundation pit excavation is continued from top to bottom until the bottom of the foundation pit is reached, a second temporary steel pipe support 9, a third temporary steel pipe support 9 and a steel-beam-connecting groove steel combined structure 11 are respectively erected until the whole foundation pit support system is completed, meanwhile, when the foundation pit excavation is close to a precast pile 1, medium-low strength mixed slurry 0 wrapped on the inner side of the precast pile 1 is manually chiseled off, and a pile wall overlapping contact surface and a steel bar connector 3 are exposed;
according to the method provided in the step S04, pouring a main body bottom plate and a bottom longitudinal beam structure 12, removing a third temporary steel pipe support 9, erecting a template support system, overlapping a precast pile 1 and a structural lining side wall 2 to form an overlapped wall in a 'prefabrication and cast-in-situ' mode, and overlapping a precast column core 8- (1) and an outer cladding cast-in-situ layer 8- (2) to form an overlapped column;
the laminated wall, the laminated column and the main middle plate and middle longitudinal beam structure 13 are combined to form a negative two-layer frame structure system;
the specific lamination process comprises the following steps:
(1) chiseling and cleaning the height range of the negative two layers of the prefabricated column core 8- (1) and connecting with the reinforcing steel bars in a connecting way, and pouring and overlapping the prefabricated column core and the cast-in-situ layer 8- (2) outside the column core;
(2) the joint surface of the lining side wall 2 of the negative two-layer structure and the precast pile 1 is a concave storage tank rough surface, the concave-convex depth is more than 6mm, the precast pile 1 is cleaned, and the wall stressed steel bars are connected with the precast pile 1 through the steel bar connectors 3 and are poured and overlapped;
the laminated wall, the laminated column, the main middle plate and the middle longitudinal beam structure 13 are completed in a cast-in-situ mode;
the embedded anchor of the prefabricated column core 8- (1) is HPB300 steel bar with the diameter of 8-12mm, the embedded anchor is required to be bent into a concrete protection layer in the prefabrication stage, the concrete protection layer is required to be chiseled out when the cast-in-situ layer 8- (2) is externally covered on the column core, and the embedded anchor bar is straightened and connected and anchored with the vertical stressed steel bar of the externally covered post-cast layer 8- (2);
according to the proposal in the step S05, removing a second temporary steel pipe support 9, connecting a lining side wall 2 of a negative one-layer two-side structure of a station with a precast pile 1 through a steel bar connector 3, pouring to form a superposed wall, arranging side wall brackets at the upper end of the wall, pouring and superposing a negative one-layer precast column core 8- (1) with an outer coating cast-in-situ layer 8- (2) to form a superposed column, wherein the superposition process is the same as that in the step S04;
according to the method proposed in step S06, a prefabricated thin plate unit 5- (1) is continuously laid on the top plate in the longitudinal direction, two ends of the prefabricated thin plate unit are respectively set up on the bracket at the upper end of the structural lining wall 2 and the bracket at the side of the top pouring longitudinal beam 7- (1), the bracket is used as a supporting hinge point of the prefabricated thin plate unit 5- (1), the prefabricated thin plate unit 5- (1) is used as a bottom template of the upper post-pouring layer and also as a part of the permanent top plate, stress reinforcing steel bars for binding the post-pouring structural top plate 6 and the post-pouring longitudinal beam 7- (2) are laid, and after roughening treatment of the contact rough surface of the prefabricated structure and the post-pouring structure is performed, concrete is continuously poured in layers, so that a 'prefabricated+cast-in-place' laminated beam plate permanent structural system formed by combining the components of the prefabricated thin plate unit 5- (1), the post-pouring longitudinal beam 7- (2), the post-pouring longitudinal beam 6 and the post-pouring structural top plate 6 and the like is formed.
2. The method for constructing the temporary support system and the permanent structure of the open cut subway station in combination, according to claim 1, is characterized in that: according to the open-cut subway station adopting the 'guard piles and internal support' system as proposed in the steps S01 and S02, the superimposed structure system needs to be in a geological rock stratum or a soil stratum.
3. The method for constructing the temporary support system and the permanent structure of the open cut subway station in combination, according to claim 1, is characterized in that: the thickness dimension of the prefabricated thin plate unit 5- (1) is within 1.5 times of the height dimension of the top plate, and the width dimension of the prefabricated plate is within 1/3 of the transverse supporting interval dimension.
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| US6616380B1 (en) * | 2002-06-03 | 2003-09-09 | Matthew F. Russell | Subterranean structures and methods for constructing subterranean structures |
| CN105586975B (en) * | 2016-02-29 | 2017-12-19 | 济南轨道交通集团有限公司 | The integrated structure and construction method that prefabricated fender post is superimposed with structural wall |
| CN106869172B (en) * | 2017-04-01 | 2019-01-04 | 中交第二航务工程局有限公司 | In-situ deposited prefabricated split-mounting type subway underground station construction method |
| CN108661075A (en) * | 2017-04-01 | 2018-10-16 | 周兆弟 | Assembled underground one corridor |
| CN107975064A (en) * | 2017-11-27 | 2018-05-01 | 上海市基础工程集团有限公司 | Integral prefabricated fabricated construction technique for underground engineering |
| CN111197315A (en) * | 2020-02-24 | 2020-05-26 | 中铁第六勘察设计院集团有限公司 | Composite column structure for subway station and construction method |
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