CN115324103B - Large-span assembled underground station based on simply supported diaphragm wall and floor slab and construction method - Google Patents
Large-span assembled underground station based on simply supported diaphragm wall and floor slab and construction method Download PDFInfo
- Publication number
- CN115324103B CN115324103B CN202210882781.6A CN202210882781A CN115324103B CN 115324103 B CN115324103 B CN 115324103B CN 202210882781 A CN202210882781 A CN 202210882781A CN 115324103 B CN115324103 B CN 115324103B
- Authority
- CN
- China
- Prior art keywords
- wall
- support
- prefabricated
- hollow
- hollow support
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 43
- 238000009412 basement excavation Methods 0.000 claims abstract description 16
- 238000009434 installation Methods 0.000 claims abstract description 9
- 238000011065 in-situ storage Methods 0.000 claims description 38
- 238000000034 method Methods 0.000 claims description 10
- 239000000463 material Substances 0.000 claims description 7
- 239000002689 soil Substances 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 5
- 239000000758 substrate Substances 0.000 claims description 3
- 230000000007 visual effect Effects 0.000 abstract description 3
- 239000010410 layer Substances 0.000 description 42
- 229910000831 Steel Inorganic materials 0.000 description 8
- 239000010959 steel Substances 0.000 description 8
- 230000000694 effects Effects 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 239000002131 composite material Substances 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 239000004567 concrete Substances 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 239000000470 constituent Substances 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Sustainable Development (AREA)
- Environmental & Geological Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The application discloses a large-span assembled underground station based on a diaphragm wall and a floor simply support and a construction method thereof, wherein the large-span assembled underground station comprises the diaphragm wall, a bottom plate, a first support, a second hollow support, a third hollow support, a waist beam, a prefabricated top plate, a prefabricated middle plate and a prefabricated wall plate; the first support is fixedly connected with the upper ends of the ground connecting walls on the two sides; two ends of the second hollow support are respectively provided with a shelf and are fixed on the notches at two sides of the ground connecting wall; the waist beams are fixed on the ground connecting wall, and the third hollow support shelf is fixed on the waist beams at two sides; prefabricating a middle plate shelf and fixing the middle plate shelf on a third hollow support, prefabricating a top plate shelf and fixing the top plate shelf on a second hollow support; the prefabricated wallboard is fixed with the wall pouring even, and part second cavity support, third cavity support are installed at foundation ditch excavation stage and mutual interval, and part second cavity support, third cavity support are installed behind prefabricated medium plate, prefabricated wallboard. The station is transparent in visual field, the prefabricated parts are convenient to hoist during construction, and the requirement on installation precision is low.
Description
Technical Field
The application belongs to the technical field of underground stations, and particularly relates to a large-span assembled underground station based on a diaphragm wall and a floor simply support and a construction method.
Background
The building envelope of the station with the fully prefabricated assembly structure adopts anchor ropes and fender piles, the main body adopts prefabricated assembly components similar to duct pieces to be connected through rebates and steel bolts, and the construction adopts specially manufactured large-scale installation equipment to assemble. However, the anchor cable and the guard pile are only suitable for places without underground structures, weak soil layers and sand layers in the periphery, and are not suitable for urban areas with higher development degrees of underground spaces and places with water-rich strata. If the enclosure structure is changed into a support and a ground connecting wall, the support can block the hanging and assembling of the components. Moreover, the full prefabricated part has larger weight and irregularity, has higher requirements on production, transportation and hoisting, and is easy to be limited by construction conditions.
If an assembled station is adopted, the prefabricated station can be used for supporting a foundation pit of a surrounding wall, but the node is a solid support node based on an equivalent cast-in-situ theory, the reinforcing steel bars are dense and complex, and the prefabricated components are added to adjust the positions of the reinforcing steel bars, so that the node has extremely high requirement on precision, and the node construction efficiency is greatly reduced.
In addition, the conventional subway station is of an underground multilayer multi-span structure, the general span is about 10m, and a structural system of beam columns is longitudinally arranged, however, the method can lead to the reduction of the space of a hall layer, and the visual field permeability is reduced.
Disclosure of Invention
The application provides a large-span assembled underground station based on simply supported underground walls and floors and a construction method, and aims to solve the problems that prefabricated components are limited by construction conditions, the node installation accuracy is high and the station visual field permeability is poor in the prior art.
The application adopts the following technical scheme:
a large-span assembled underground station based on a diaphragm wall and a floor simply support comprises a diaphragm wall, a bottom plate, a first support, a second hollow support, a third hollow support, a waist beam, a prefabricated top plate, a prefabricated middle plate and a wall cast-in-situ layer;
two ends of the first support are respectively connected and fixed with the upper ends of the ground connecting walls on two sides; the upper part of the ground connecting wall is provided with notches at the inner side below the first support, and two ends of the second hollow supports are respectively provided with shelves and fixed on the notches at two sides; the waist beams are fixed on the ground connecting wall, and two ends of the third hollow supports are respectively provided with shelves and are fixed on the waist beams at two sides;
the bottom plate is connected and fixed with the lower end of the ground connecting wall, the prefabricated middle plate shelf is fixed on the third hollow support, and the prefabricated top plate shelf is fixed on the second hollow support; the wall cast-in-situ layer and the ground continuous wall are poured and fixed to form a superposed wall;
wherein, part of the third hollow supports are arranged at the foundation pit excavation stage and are mutually spaced, and part of the third hollow supports are arranged behind the wall cast-in-situ layer; and part of the second hollow supports are arranged at the foundation pit excavation stage and are mutually spaced, and part of the second hollow supports are arranged behind the prefabricated middle plate.
In some embodiments, the second hollow support and/or the third hollow support is a hollow prestressed girder.
In some embodiments, the second hollow support and/or the third hollow support are densely arranged.
In some embodiments, the upper end of the underground continuous wall is embedded with a detachable L-shaped plate corresponding to the second hollow supporting position, so that the notch is formed after the L-shaped plate is detached.
In some embodiments, the wale comprises a prefabricated part and a cast-in-place part, wherein the prefabricated part is connected with the wall lacing wire and is fixed through the cast-in-place part.
In some embodiments, the prefabricated portion has an L-shaped cross section, and the cast-in-place portion is located between the prefabricated portion and the diaphragm wall.
In some embodiments, the wale and the third hollow support are positioned by a peg.
In some embodiments, the prefabricated wall panel is connected with the connecting wall lacing wire and has a gap between the prefabricated wall panel and the connecting wall lacing wire, and the wall cast-in-situ layer is poured in the gap to fix the prefabricated wall panel and the connecting wall to form the superposed wall.
In some embodiments, the bottom plate is connected with the wall tie and is fixed by pouring.
A construction method of a large-span assembled underground station based on a diaphragm wall and a floor simply support comprises the following steps:
s1, constructing a diaphragm wall, and forming a notch at the upper end of the diaphragm wall;
s2, erecting hoisting equipment;
s3, excavating a foundation pit, and supporting by adopting a first support, a second hollow support and a third hollow support from top to bottom in sequence in the process of excavating, wherein the second hollow support and the third hollow support are arranged at intervals during installation; the second hollow support shelf is fixed on the notch, the third hollow support shelf is arranged on the waist rail, and the waist rail is fixed on the ground connecting wall;
s4, excavating a foundation pit to a substrate position, and constructing a bottom plate which is fixed with the ground connecting wall;
s5, hoisting materials to the negative two layers through respective intervals of the second hollow support and the third hollow support, and constructing a wall cast-in-situ layer to form a laminated wall of the negative two layers by taking the ground connecting wall as an outer layer;
s6, hoisting a part of the third hollow support through the interval of the second hollow support, finishing the close-laying of the third hollow support, hoisting a prefabricated middle plate shelf on the third hollow support, and pouring to form a superposed middle plate;
s7, hoisting materials to the negative one layer through the interval of the second hollow support, taking the ground connecting wall as an outer layer, and constructing a wall cast-in-situ layer to form a laminated wall of the negative one layer;
s8, hoisting a second prefabricated support of the part to the notch to finish the close-laying of the second hollow support;
s9, hoisting the prefabricated top plate on the second hollow support and pouring and fixing the prefabricated top plate;
s10, backfilling soil attached above the prefabricated top plate.
Compared with the prior art, the application has the beneficial effects that:
1. in the large-span assembled underground station based on the diaphragm wall and the floor simply support, the second hollow support and the third hollow support are adopted, so that the effect of the foundation pit support is realized in the foundation pit excavation stage, the support structures of the middle plate and the top plate are also realized in the main structure of the station, meanwhile, the second hollow support and the third hollow support are hollow, the requirements of the large-span station can be met due to the fact that the second hollow support and the third hollow support are hollow, a column structure is not required, and the sight of the station is better; the station is arranged in a non-column way, the spans of the top plate and the middle plate can exceed 20m (the span of a conventional station with a column is 10 m), and the requirement of a large span without a column is met.
2. The foundation pit is supported by adopting the ground continuous wall and the supporting mode, and as the third hollow support and the second hollow support are arranged at intervals in the foundation pit excavation stage, the prefabricated parts can be hoisted during the post station main body construction through the intervals, and the use of the prefabricated parts is not influenced;
3. the third hollow support and the second hollow support form a simple support structure in a shelf fixing mode, and a local simple support shelving connection scheme is adopted, so that the construction error adaptability can be improved, the construction difficulty is reduced, and the construction efficiency is improved; meanwhile, the whole structure is still of a statically indeterminate structure, so that the structure is safe and reliable, and the normal application and anti-seismic requirements are met;
4. the laminated wall of the station main body structure is formed by fixing the ground continuous wall and the cast-in-situ layer of the wall, is suitable for the conditions of poor stratum condition, large burial depth and large floor height, has better waterproof effect and quality, and meets the operation acceptance and use requirements;
5. the application adopts the technology of supporting and serving as the main body of the station, can avoid the influence of the supporting on the installation of the components of the assembled station, reduces the procedures of breaking the supporting of the conventional station and erecting the templates, can effectively improve the efficiency of station construction, has higher assembly rate and meets the requirements of the assembled building.
Drawings
The technology of the present application will be described in further detail below with reference to the attached drawings and detailed description:
FIG. 1 is a schematic cross-sectional view of a large-span fabricated underground station based on a diaphragm wall and floor simply support of the present application;
FIG. 2 is a schematic longitudinal section of a large span fabricated underground station based on a diaphragm wall and floor simply support of the present application;
FIG. 3 is a schematic cross-sectional view of a second hollow support of the present application as it is lifted during a foundation pit excavation phase;
FIG. 4 is a schematic longitudinal cross-sectional view of a second hollow support of the present application as it is lifted during a foundation pit excavation phase;
FIG. 5 is a schematic view of the structure of a second hollow support;
FIG. 6 is a schematic cross-sectional view of a third hollow support of the present application as it is lifted during a foundation pit excavation phase;
FIG. 7 is a schematic longitudinal cross-sectional view of a third hollow brace of the present application as it is hoisted during the excavation phase of a foundation pit;
FIG. 8 is a schematic structural view of a third hollow support;
fig. 9 is a schematic view of a wale-to-wall connection;
FIG. 10 is a schematic cross-sectional view of the present application after bottom completion;
FIG. 11 is a schematic view in longitudinal section of the present application after bottom finishing;
FIG. 12 is a schematic illustration of prefabricated wall panels connected to a wall panel to form a composite wall;
FIG. 13 is a schematic cross-sectional view of a third hollow support of the present application as it is hoisted during the construction stage of the station main structure;
fig. 14 is a schematic longitudinal section view of the third hollow support of the present application when lifted at the stage of construction of the station main structure.
Reference numerals:
1-connecting a ground wall; 11-notch; 2-a bottom plate; 3-a first support; 4-a second hollow support; 5-a third hollow support; 6-waist beams; 61-prefabrication part; 62-cast-in-situ part; 7-prefabricating a top plate; 8-prefabricating a middle plate; 9-prefabricating wallboard; 91-wall cast-in-situ layer; 10-hoisting equipment.
Detailed Description
The conception, specific structure, and technical effects produced by the present application will be clearly and completely described below with reference to the embodiments and the drawings to fully understand the objects, aspects, and effects of the present application. It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other. The same reference numbers will be used throughout the drawings to refer to the same or like parts.
It should be noted that, unless otherwise specified, when a feature is referred to as being "fixed" or "connected" to another feature, it may be directly or indirectly fixed or connected to the other feature. Further, the descriptions of the upper, lower, left, right, etc. used in the present application are merely with respect to the mutual positional relationship of the constituent elements of the present application in the drawings.
Referring to fig. 1 to 14, a large span assembled underground station based on a diaphragm wall and a floor simply comprises a diaphragm wall 1, a bottom plate 2, a first support 3, a second hollow support 4, a third hollow support 5, a waist beam 6, a prefabricated top plate 7, a prefabricated middle plate 8 and a wall cast-in-situ layer 91.
Referring to fig. 1 to 4, two ends of the first support 3 are respectively connected and fixed with the upper ends of the ground connecting walls 1 on two sides. The first support 3 is used as a first support of the diaphragm wall 1, and can be a precast beam or a cast-in-situ beam, and is connected with the diaphragm wall 1 through a crown beam. When the installation reagent of the first support 3 is used for foundation pit excavation, the installation and fixation are started when the foundation pit excavation is carried out to the bottom surface of the designed height of the first support 3.
Referring to fig. 1 to 5, the upper part of the wall 1 is provided with a notch 11 on the inner side of the lower part of the first support 3, and two ends of the second hollow supports 4 are respectively arranged on the shelves and fixed on the notches 11 on two sides. The second hollow support 4 can adopt a prefabricated box girder which is of a hollow structure and has lighter weight, so that the large-span use can be realized. Because the second cavity supports 4 and adopts the mode of shelf on breach 11 to fix, under this kind of mode, need not to carry out the node steel bar ligature engineering time of node when need not to carry out these two component, improve construction error adaptability, reduce the construction degree of difficulty, node construction is convenient for support implementation efficiency, simultaneously, this kind of structure still is hyperstatic structure, safe and reliable satisfies normal application and antidetonation requirement. It should be noted that, part of the second hollow supports 4 are installed at the foundation pit excavation stage and are spaced from each other, so that the second hollow supports 4 which are too dense can obstruct the hoisting of other prefabricated components at the station main body construction stage, wherein the second hollow supports and the third hollow supports installed at the foundation pit excavation stage are in one-to-one correspondence up and down. The rest of the second hollow supports 4 are arranged after the prefabricated middle plate 8, namely after the hoisting and the installation of the prefabricated components below are completed, the other second hollow supports 4 are supplemented, and the second hollow supports 4 are closely arranged.
Referring to fig. 1, 2, and 6 to 9, the waist rail 6 is fixed on the diaphragm wall 1, specifically, is fixed by pouring after being connected by a steel bar sleeve reserved on the diaphragm wall 1. The two ends of the third hollow supports 5 are respectively arranged on the shelves and fixed on the waist beams 6 on the two sides, and similarly, the third hollow supports 5 can adopt prefabricated box beams which are hollow structures and have lighter weight, so that the large-span use can be realized. Because the third cavity support 5 adopts the mode of shelf on waist rail 6 to fix, under this kind of mode, need not to carry out the node steel bar ligature engineering time of node when need not to carry out these two component's node connection, improve construction error adaptability, reduce the construction degree of difficulty, node construction is convenient for support implementation efficiency, simultaneously, this kind of structure still is hyperstatic structure, safe and reliable satisfies normal suitable and antidetonation requirement. It should be noted that, part of the third hollow supports 5 are installed at the excavation stage of the foundation pit and are spaced from each other, so as to avoid that the excessively dense third hollow supports 5 can obstruct the hoisting of other prefabricated components at the construction stage of the station main body; and after part of the third hollow supports 5 are installed on the wall cast-in-situ layer 91, namely after the construction of the lower wall cast-in-situ layer 91 is completed, other third hollow supports 5 are supplemented, and the third hollow supports 5 are closely arranged.
In one embodiment, referring to fig. 1, 2, 10 and 11, the bottom plate 2 is connected and fixed to the lower end of the diaphragm wall 1, and in particular, the bottom plate 2 is connected and fixed to the diaphragm wall 1 by lacing wires. The prefabricated middle plate 8 is arranged on the shelf and fixed on the third hollow support 5, and the prefabricated top plate 7 is arranged on the shelf and fixed on the second hollow support 4; the wall cast-in-situ layer 91 and the ground continuous wall 1 are poured and fixed to form a superposed wall. The side wall of the station main body is an overlapped wall, is formed by adopting a wall cast-in-situ layer 91 and a ground continuous wall 1, and has the characteristic of the overlapped wall. Namely, in the present embodiment, the laminated wall has a two-layer structure, namely, the diaphragm wall 1 and the wall cast-in-situ layer 91.
In another embodiment, the prefabricated wall panel 9 is connected with the tie bars of the wall 1, and a gap is formed between the prefabricated wall panel 9 and the tie bars, at this time, the prefabricated wall panel 9 can also be connected with the upper floor slab and the lower floor slab through the ring bar fastening mutual anchor nodes, and concrete is poured into the gap to form the wall cast-in-situ layer 91, so that the prefabricated wall panel 9 and the wall 1 are fixed to form the laminated wall. The composite wall fully utilizes the underground continuous wall 1 in a permanent use stage (namely a station main body), and the total thickness of the composite layer and the wall body can be adjusted according to calculation, so that the composite wall has better applicability to different strata, burial depths and floor heights; compared with a single wall scheme, the waterproof wall has better waterproof effect and quality, and can meet operation acceptance and use requirements. Namely, in the present embodiment, the laminated wall has a three-layer structure of the diaphragm wall 1, the wall cast-in-situ layer 91 and the prefabricated wall panel 9, respectively.
In the application, the first support 3, the second hollow support 4, the third hollow support 5 and the ground continuous wall 1 are adopted as the enclosure structures of the foundation pit in the foundation pit construction stage, and the structures are used as the frame beams and the superposed walls of the station main body, so that the concrete consumption of the side walls and the frame beams of the main body structure is reduced, and compared with the assembled station structural scheme in the prior art, the application has the advantages of green, low carbon and environmental protection.
In order to bear the constant load of the covering soil above the top plate, the conventional cast-in-situ structure needs to be made into a large and heavy thick plate structure. The application adopts a prestress system, can effectively reduce the cross section size of the component and the weight of the prefabricated component, and can reduce the construction cost and the construction difficulty. In particular, the second hollow branch is a hollow prestressed girder, such as a prestressed box girder. Similarly, to support structures and people flow above the midplane, the third hollow branch is a hollow prestressed girder, such as a prestressed box girder, to reduce the weight of the related structures of the midplane.
Preferably, with reference to fig. 1 and 2, said second hollow support 4 and/or said third hollow support 5 are laid down in close proximity. The second hollow supports 4 and/or the third hollow supports 5 are arranged at intervals in the foundation pit construction stage, and after the second hollow supports 4 and/or the third hollow supports 5 are arranged at a part of the construction stage of the station main body, the second hollow supports 4 and/or the third hollow supports 5 are laid closely, so that the supporting capacity to the upper part is further improved.
Referring to fig. 1 and 3, a detachable L-shaped board corresponding to the second hollow support 4 is pre-embedded at the upper end of the diaphragm wall 1, so that the notch 11 is formed after the L-shaped board is removed, that is, the notch 11 is in a step shape, the end of the second hollow support 4 can be directly supported on the notch 11, and after the support is supported, high-strength mortar is filled into the gap to fix the diaphragm wall 1 and the second hollow support 4. The L-shaped plate is a steel plate, the L-shaped plate is pre-buried at the upper end of the underground continuous wall 1 in the manufacturing stage of the underground continuous wall 1, and can be removed after the foundation pit is excavated at the position of the L-shaped plate, so that the notch 11 is formed, and the second hollow support 4 is used as a shelf.
Referring to fig. 9, the waist rail 6 includes a prefabricated portion 61 and a cast-in-situ portion 62, wherein the prefabricated portion 61 is connected with the tie bar of the diaphragm wall 1 and is fixed by the cast-in-situ portion 62. The wall 1 is reserved with a steel bar sleeve, so that tie bar connection with the waist beam 6 can be realized, and after connection, the prefabricated part 61 is connected and fixed with the wall 1 in a cast-in-situ mode. Specifically, the cross section of the prefabricated part 61 is L-shaped, the cast-in-situ part 62 is located between the prefabricated part 61 and the diaphragm wall 1, the lower end of the L-shaped is connected with the diaphragm wall 1 tie bar, an upward slot is formed between the two, and casting is performed in the slot to form the cast-in-situ part 62.
In order to position the wale 6 and the third hollow support 5, the wale 6 and the third hollow support 5 are positioned by means of bolts, that is, by means of holes and pins, the third hollow support 5 can be prevented from being deviated after the shelf. It will be appreciated that one of the wale 6 and the third hollow support 5 is pre-configured with a hole and the other is pre-configured with a peg.
Referring to fig. 1 to 14, a construction method of a large span assembly type underground station based on a diaphragm wall and a floor simply support includes the steps of:
s1, constructing the diaphragm wall 1, and forming a notch 11 at the upper end of the diaphragm wall 1. The notch 11 is formed by embedding an L-shaped steel plate in the construction process of the diaphragm wall 1 and then removing the steel plate, so that the notch 11 is used for carrying out shelf support on the second hollow support 4 in the subsequent construction engineering; the ground connecting wall 1 is used as a part of a side wall of a station main body in the future, and four sides of the ground connecting wall are surrounded. And during construction, the anti-pulling pile is also constructed together and used for being connected and fixed with the bottom plate in the follow-up process.
S2, erecting lifting equipment 10, and erecting a track and a gantry crane on the foundation of a foundation pit crown beam or a foundation pit side ground beam for lifting members, lifting materials or discharging soil.
S3, excavating a foundation pit, and supporting by adopting a first support 3, a second hollow support 4 and a third hollow support 5 from top to bottom in sequence in the process of excavating, wherein the second hollow support 4 and the third hollow support 5 are arranged at intervals when being installed; wherein, the second hollow support 4 shelf is fixed on the notch 11, the third hollow support 5 shelf is on the waist rail 6, and the waist rail 6 is fixed on the ground continuous wall 1. The method specifically comprises the following steps:
s31, firstly excavating a foundation pit to the bottom position of the first support 3, constructing and installing the first support 3, and pouring and fixing two ends of the first support 3 with the ground continuous wall 1 on two sides, for example, hoisting the first support 3, and connecting the pouring crown Liang Shidi with the ground continuous wall 1 by one support 3.
And S32, continuously excavating the foundation pit, excavating the foundation pit to the bottom position of the second hollow support 4 with reference to fig. 3 and 4, hoisting the second hollow support 4 to the notch 11 and grouting and fixing in the gap, wherein the second hollow support 4 is filled with non-shrinkage high-strength cement paste by using a pre-stress box Liang Zuowei, so that the support is transferred to the underground continuous wall 1. The second hollow supports 4 hoisted at this time are not all installed, but only partially installed, and the second hollow supports 4 are spaced apart from each other when installed to leave a space for subsequent hoisting.
And S33, continuing to excavate downwards, and referring to fig. 6 and 7, excavating a foundation pit to the bottom position of the third hollow support 5, connecting the prefabricated part 61 of the lifting waist beam 6 with the underground diaphragm wall 1, and pouring the cast-in-place part 62 to form the complete waist beam 6. And then hoisting the third hollow support 5 shelf to the waist beam 6, connecting and positioning the third hollow support 5 and the waist beam 6 by adopting a bolt way, and grouting and fixing in a gap, wherein a prestress box beam is used as the third hollow support 5, and grouting non-shrinkage high-strength cement paste into the joint to transfer force to the ground connecting wall 1. The third hollow supports 5 hoisted at this time are not all installed, but only partially installed, and the third hollow supports 5 are spaced apart from each other to leave a space for subsequent hoisting.
S4, referring to fig. 10 and 11, excavating a foundation pit to a substrate position, applying a cushion layer and a waterproof layer, pouring a bottom plate 2, embedding a reinforcing steel bar sleeve at the bottom plate 2 by the ground continuous wall 1, connecting reinforcing steel bars, and fixing the bottom plate 2 with the ground continuous wall 1.
S5, referring to FIG. 12, hoisting materials and prefabricated wallboards 9 to the negative two layers through the respective intervals of the second hollow support 4 and the third hollow support 5, and constructing a wall cast-in-situ layer 91 to form a laminated wall of the negative two layers by taking the ground continuous wall 1 as an outer layer, or constructing a wall cast-in-situ layer 91 and installing the prefabricated wallboards 9 to form a laminated wall of the negative two layers; the shear ribs are connected with the ground connecting wall 1 and are vertically connected with the prefabricated wall boards 9, and then a concrete structure is poured between the gaps between the ground connecting wall 1 and the prefabricated wall boards 9, and the two are connected together. Wherein the prefabricated wall panel 9 is a truss single-sided wall prefabricated member.
S6, referring to fig. 13 and 14, hoisting a part of the third hollow support 5 through the interval of the second hollow support 4, finishing the close-laying of the third hollow support 5, hoisting the prefabricated middle plate 8 shelf on the third hollow support 5, and pouring to form a superposed middle plate. In this step, vertical walls extending downwards can be installed below the prefabricated middle plates 8 on the two sides of the station to form rail top air duct side walls, and the rail top air duct side walls are used for placing the prefabricated air duct bottom plates 2 in the later period.
S7, referring to FIG. 12, hoisting materials and prefabricated wallboards 9 to the negative one layer through the interval of the second hollow support 4, taking the diaphragm wall 1 as the outer layer, constructing a wall cast-in-situ layer 91 to form a superimposed wall of the negative one layer, or constructing a wall cast-in-situ layer 91 and installing the prefabricated wallboards 9 to form a superimposed wall of the negative one layer; this step may refer to step S5.
S8, hoisting a second prefabricated support of the part to the notch 11, and finishing the close-laying of the second hollow support 4. The rest prefabricated box girders are hung and filled at intervals far from the second prefabricated supports, and meanwhile, the shelves at the two ends of the prefabricated box girders are arranged on the gaps 11, and shrinkage-free high-strength cement paste is poured into the joints.
S9, hoisting the prefabricated top plate 7 on the second hollow support 4, pouring and fixing the prefabricated top plate to form a superposed top plate, and implementing a waterproof and waterproof protective layer on the superposed top plate;
s10, referring to fig. 1 and 2, backfilling the soil attached above the superposed top plate by other internal structures (prefabricated structures) such as a mounting bedplate and the like, and completing the construction of the station.
The other contents of the large-span assembled underground station and the construction method based on the simply supported underground wall and floor slab are referred to in the prior art, and are not repeated here.
The present application is not limited to the preferred embodiments, and any modifications, equivalent variations and modifications made to the above embodiments according to the technical principles of the present application are within the scope of the technical proposal of the present application.
Claims (6)
1. The construction method of the large-span assembled underground station based on the diaphragm wall and the floor simple support is characterized in that the large-span assembled underground station based on the diaphragm wall and the floor simple support comprises a diaphragm wall, a bottom plate, a first support, a second hollow support, a third hollow support, a waist beam, a prefabricated top plate, a prefabricated middle plate and a wall cast-in-situ layer, wherein the second hollow support and/or the third hollow support are hollow prestressed beams;
two ends of the first support are respectively connected and fixed with the upper ends of the ground connecting walls on two sides; the upper part of the ground connecting wall is provided with notches at the inner side below the first support, and two ends of the second hollow supports are respectively provided with shelves and fixed on the notches at two sides; the waist beams are fixed on the ground connecting wall, and two ends of the third hollow supports are respectively provided with shelves and are fixed on the waist beams at two sides;
the waist beam comprises a prefabricated part and a cast-in-situ part, and the prefabricated part is connected with the ground connecting wall lacing wire and is fixed through the cast-in-situ part;
the bottom plate is connected and fixed with the lower end of the ground connecting wall, the prefabricated middle plate shelf is fixed on the third hollow support, and the prefabricated top plate shelf is fixed on the second hollow support; the wall cast-in-situ layer and the ground continuous wall are poured and fixed to form a superposed wall;
the prefabricated wall plate is connected with the diaphragm wall lacing wire, a gap is formed between the prefabricated wall plate and the diaphragm wall lacing wire, the wall cast-in-situ layer is formed in the gap in a pouring mode, and the prefabricated wall plate and the diaphragm wall are fixed to form the superposed wall;
wherein, part of the third hollow supports are arranged at the foundation pit excavation stage and are mutually spaced, and part of the third hollow supports are arranged behind the wall cast-in-situ layer; part of the second hollow supports are arranged at the foundation pit excavation stage and are mutually spaced, and part of the second hollow supports are arranged behind the prefabricated middle plate;
the construction method of the large-span assembled underground station based on the diaphragm wall and the floor simply support comprises the following steps:
s1, constructing a diaphragm wall, and forming a notch at the upper end of the diaphragm wall;
s2, erecting hoisting equipment;
s3, excavating a foundation pit, and supporting by adopting a first support, a second hollow support and a third hollow support from top to bottom in sequence in the process of excavating, wherein the second hollow support and the third hollow support are arranged at intervals during installation; the second hollow support shelf is fixed on the notch, the third hollow support shelf is arranged on the waist rail, and the waist rail is fixed on the ground connecting wall;
s4, excavating a foundation pit to a substrate position, and constructing a bottom plate which is fixed with the ground connecting wall;
s5, hoisting materials to the negative two layers through respective intervals of the second hollow support and the third hollow support, and constructing a wall cast-in-situ layer to form a laminated wall of the negative two layers by taking the ground connecting wall as an outer layer;
s6, hoisting a part of the third hollow support through the interval of the second hollow support, finishing the close-laying of the third hollow support, hoisting a prefabricated middle plate shelf on the third hollow support, and pouring to form a superposed middle plate;
s7, hoisting materials to the negative one layer through the interval of the second hollow support, taking the ground connecting wall as an outer layer, and constructing a wall cast-in-situ layer to form a laminated wall of the negative one layer;
s8, hoisting a second prefabricated support of the part to the notch to finish the close-laying of the second hollow support;
s9, hoisting the prefabricated top plate on the second hollow support and pouring and fixing the prefabricated top plate;
s10, backfilling soil attached above the prefabricated top plate.
2. The method of constructing a large span fabricated underground station based on a diaphragm wall and floor simple support of claim 1, wherein the second hollow support and/or the third hollow support are densely laid.
3. The construction method of the large-span assembled underground station based on the simply supported underground wall and the floor according to claim 1, wherein the detachable L-shaped plate corresponding to the second hollow supporting position is embedded at the upper end of the underground wall so as to form the notch after the L-shaped plate is detached.
4. The construction method of the large-span assembled underground station based on the simply supported diaphragm wall and the floor according to claim 1, wherein the section of the prefabricated part is L-shaped, and the cast-in-situ part is positioned between the prefabricated part and the diaphragm wall.
5. The method of constructing a large span fabricated underground station based on a diaphragm wall and floor simple support of claim 1, wherein the wale and the third hollow support are positioned by a latch.
6. The construction method of the large-span assembled underground station based on the simply supported diaphragm wall and the floor slab, which is disclosed in claim 1, is characterized in that the bottom plate is connected with the diaphragm wall lacing wire and is fixedly poured.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210882781.6A CN115324103B (en) | 2022-07-26 | 2022-07-26 | Large-span assembled underground station based on simply supported diaphragm wall and floor slab and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210882781.6A CN115324103B (en) | 2022-07-26 | 2022-07-26 | Large-span assembled underground station based on simply supported diaphragm wall and floor slab and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115324103A CN115324103A (en) | 2022-11-11 |
| CN115324103B true CN115324103B (en) | 2023-11-24 |
Family
ID=83920441
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210882781.6A Active CN115324103B (en) | 2022-07-26 | 2022-07-26 | Large-span assembled underground station based on simply supported diaphragm wall and floor slab and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115324103B (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11152761A (en) * | 1997-11-19 | 1999-06-08 | Kajima Corp | Underground structure and construction method thereof |
| CN205839740U (en) * | 2016-07-20 | 2016-12-28 | 温州市铁路与轨道交通投资集团有限公司 | The building enclosure that a kind of vertical cross section-variable underground continuous wall is combined with agent structure |
| CN206784393U (en) * | 2017-04-22 | 2017-12-22 | 南京鼎卓岩土技术有限公司 | T-piece and underground pipe gallery foundation pit support system |
| CN207160062U (en) * | 2017-08-08 | 2018-03-30 | 广州地铁设计研究院有限公司 | A kind of underground is without post overlapping wall station |
| CN109707051A (en) * | 2019-01-04 | 2019-05-03 | 国住人居工程顾问有限公司 | Wall/column and beam slab connection structure and construction method |
| CN112031026A (en) * | 2020-09-29 | 2020-12-04 | 广州地铁集团有限公司 | Permanent-temporary combined open-cut and smooth-built structure for subway station and construction method |
| CN216108526U (en) * | 2021-09-13 | 2022-03-22 | 长江勘测规划设计研究有限责任公司 | Underground continuous wall structure for foundation pit support |
| CN216552071U (en) * | 2021-12-14 | 2022-05-17 | 重庆市轨道交通设计研究院有限责任公司 | Rectangular column-free underground station section and assembled underground station |
-
2022
- 2022-07-26 CN CN202210882781.6A patent/CN115324103B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11152761A (en) * | 1997-11-19 | 1999-06-08 | Kajima Corp | Underground structure and construction method thereof |
| CN205839740U (en) * | 2016-07-20 | 2016-12-28 | 温州市铁路与轨道交通投资集团有限公司 | The building enclosure that a kind of vertical cross section-variable underground continuous wall is combined with agent structure |
| CN206784393U (en) * | 2017-04-22 | 2017-12-22 | 南京鼎卓岩土技术有限公司 | T-piece and underground pipe gallery foundation pit support system |
| CN207160062U (en) * | 2017-08-08 | 2018-03-30 | 广州地铁设计研究院有限公司 | A kind of underground is without post overlapping wall station |
| CN109707051A (en) * | 2019-01-04 | 2019-05-03 | 国住人居工程顾问有限公司 | Wall/column and beam slab connection structure and construction method |
| CN112031026A (en) * | 2020-09-29 | 2020-12-04 | 广州地铁集团有限公司 | Permanent-temporary combined open-cut and smooth-built structure for subway station and construction method |
| CN216108526U (en) * | 2021-09-13 | 2022-03-22 | 长江勘测规划设计研究有限责任公司 | Underground continuous wall structure for foundation pit support |
| CN216552071U (en) * | 2021-12-14 | 2022-05-17 | 重庆市轨道交通设计研究院有限责任公司 | Rectangular column-free underground station section and assembled underground station |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115324103A (en) | 2022-11-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109235499B (en) | Open-cut underground building structure assembly type construction method | |
| CN110042867B (en) | Full-composite assembled subway station prefabricated part mechanized transportation system and method | |
| CN110042862B (en) | Subway station prefabricated rail top air duct, connection node with prefabricated middle plate and construction method | |
| CN206545215U (en) | A kind of precast spliced sinking type garage parking | |
| CN210086295U (en) | Compound assembled underground structure | |
| CN110042861B (en) | Assembled rail top air duct of subway station and connecting node of assembled rail top air duct and prefabricated middle plate | |
| CN111236416A (en) | Prefabricated reinforced concrete structure house and installation method thereof | |
| CN115387378B (en) | Semi-column-free assembled station based on superposed side walls and floor simple supports and method thereof | |
| CN115324104B (en) | Permanent-face combined assembled station and construction method thereof | |
| CN104234436A (en) | Modular building method of nuclear power plant stainless steel cladding surface | |
| CN210529747U (en) | Composite assembly type integral prefabricated middle longitudinal beam of subway station and node of longitudinal beam and steel upright post | |
| CN110004980B (en) | Composite assembled underground structure and first-reverse-then-forward construction method | |
| CN115324103B (en) | Large-span assembled underground station based on simply supported diaphragm wall and floor slab and construction method | |
| CN113294175B (en) | Construction method of tunnel secondary lining structure and tunnel secondary lining structure | |
| CN215802289U (en) | Module connecting system for lightweight concrete modular integrated structure | |
| CN115094949A (en) | Construction method of assembly type subway station with permanently-adjacent combination of enclosure and main body | |
| CN212175803U (en) | Composite column structure for subway station | |
| CN211081037U (en) | Above-ground building and underground structure integrated assembly type building structure | |
| CN111188501A (en) | Split-assembly block building stairwell and wallboard same-layer construction method thereof | |
| CN111058476A (en) | Beam lowering construction method of underground structure in reverse construction method | |
| CN115559351B (en) | Reverse construction method for multi-layer basement of all-steel structure | |
| JP6682173B1 (en) | How to build a building | |
| CN216108617U (en) | Structure system of prefabricated reinforced concrete beam of underground station | |
| CN217998172U (en) | Assembled subway station with permanently adjacent combination of foundation pit support structure and main structure | |
| CN115110577B (en) | Construction method for large basement assembled from four sides to center |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |