CN114197476A - Square support construction method for deep foundation pit of urban railway underground station transfer section - Google Patents
Square support construction method for deep foundation pit of urban railway underground station transfer section Download PDFInfo
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- CN114197476A CN114197476A CN202111356760.2A CN202111356760A CN114197476A CN 114197476 A CN114197476 A CN 114197476A CN 202111356760 A CN202111356760 A CN 202111356760A CN 114197476 A CN114197476 A CN 114197476A
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- 238000012546 transfer Methods 0.000 title claims abstract description 33
- 238000009412 basement excavation Methods 0.000 claims abstract description 44
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 28
- 239000010959 steel Substances 0.000 claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 16
- 239000004567 concrete Substances 0.000 claims description 34
- 238000000034 method Methods 0.000 claims description 30
- 238000007789 sealing Methods 0.000 claims description 9
- 239000000758 substrate Substances 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
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- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000007710 freezing 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
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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
- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Abstract
The invention provides a square-shaped supporting construction method for a deep foundation pit of a transfer section of an urban railway underground station, which comprises the following steps: step 1, dividing an excavated soil body into a plurality of areas in four directions extending along a vehicle station base of an S1 line and a vehicle station base of an S2 line by taking the intersection of the S1 line and the S2 line as a center; step 2, firstly, excavating the intersection of the S1 line station base and the S2 line station base; arranging a square support at the support position; step 3, excavating the divided areas in four directions in sequence from near to far away from the intersection; step 4, excavating to the base of the S1 line station, and constructing a plugging pile, a top crown beam and a steel beam; step 5, excavating corresponding junctions of the S2 line station base, arranging supporting pieces at supporting positions, and step 6, excavating divided areas in sequence from near to far away from the junctions in the extending direction of the S2 line station base, and arranging steel cross braces at corresponding vertical supporting positions of the junctions; and 7, finishing excavation of the deep foundation pit of the transfer section.
Description
Technical Field
The invention belongs to the technical field of foundation pit construction, and particularly relates to a square-shaped supporting construction method for a deep foundation pit of a transfer section of an urban railway underground station.
Background
With the development of the Chinese rail transit, the construction of transfer stations gradually becomes one of the most prominent technical problems in the construction of the rail transit. For the deep foundation pit of the urban railway underground station transfer section, the reasonable excavation method and the reasonable supporting method are selected, so that the method has very important significance for reducing the deformation of the foundation pit soil body and guaranteeing the construction safety.
At present, relatively few researches are made on a supporting structure and a construction method of a deep foundation pit of a transfer section of an underground railway station in a city area at home and abroad. The existing construction methods mainly comprise open cut methods, cover cut methods, underground cut methods, freezing and other auxiliary construction methods. The supporting structure of the inner support and the underground continuous wall is mainly used in the aspect of a foundation pit supporting structure. However, the supporting method causes that large machinery is difficult to hoist due to complex supporting, and the unearthing work of the foundation pit is influenced.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a simple and efficient excavation method.
In order to achieve the above purpose, the invention provides the following technical scheme:
a supporting construction method for a deep foundation pit in a square shape at a transfer section of an underground station of a urban railway comprises the following steps:
step 6, in the extending direction of the S2 line station substrate, sequentially excavating the S2 line station substrate in the divided areas from the corresponding areas of the intersection from near to far, and arranging supporting pieces in the excavated areas;
and 7, finishing excavation of the deep foundation pit of the transfer section.
Preferably, in step 1, the excavated soil is divided into 9 regions, specifically, i region, ii 'region, iii' region, iv 'region, v' region, wherein the i region corresponds to the intersection of the S1 line station base and the S2 line station base.
Preferably, the square-shaped support is a square-shaped frame beam matched with an excavated area.
Preferably, two lattice columns are arranged between two adjacent square supports, and the two lattice columns are distributed on two trisection lines between the two adjacent square supports.
Preferably, the square support is formed by constructing C40 concrete through a cast-in-place method, a steel reinforcement framework is arranged in the square support, and the cross section of any side of the square support is 900mm multiplied by 1200 mm.
Preferably, a foundation pit is excavated to the base at the line S1, bottom sealing is carried out through concrete, and when the strength of the bottom sealing concrete reaches 85%, a plug pile and a plug pile top crown beam are constructed at the edge of a region corresponding to the intersection along the extending direction of the foundation pit at the line S2.
Preferably, before the foundation pit is excavated, constructing a transfer section underground continuous wall and an underground continuous wall top crown beam, wherein three supports in the shape of a Chinese character 'kou' are arranged at the intersection, and waist beams are respectively erected on the underground continuous wall at the positions corresponding to the supports in the shape of Chinese character 'kou' at the second crossing and the supports in the shape of Chinese character 'kou' at the third crossing; the first crossing-shaped support in the crossing-shaped supports is mutually anchored with the steel bars of the top crown beam of the underground continuous wall, and the second crossing-shaped support and the third crossing-shaped support are mutually anchored with the waist beam steel bars at corresponding positions, so that the first crossing-shaped support, the second crossing-shaped support and the third crossing-shaped support are connected with the underground continuous wall to form a whole.
Preferably, the thickness of the S1 underground continuous wall is 1000mm, and the depth is 46.65-55.55 m; the thickness of the S2 line underground continuous wall is 1200mm, and the depth is 67.32-71.72 m.
Preferably, in the excavation process, the excavated area extends for 30 meters for slope releasing, and the slope releasing ratio is not more than 1: 3.
Preferably, after the foundation of the S1 line station or the foundation of the S2 line station is excavated to the bottom layer of earth, C20 plain concrete with the thickness of 150mm is poured in 8 hours to serve as a cushion layer; and after the cushion layer construction is finished, C40 concrete with the thickness of 1100mm is poured to carry out bottom sealing.
Has the advantages that: the deformation of the soil body excavated at the deep foundation pit transfer section can be effectively reduced, the stability and the safety of the foundation pit are ensured, the construction progress is accelerated, the technical problems that the deep foundation pit transfer section is difficult to support and large machinery is difficult to hoist are solved, the investment is saved, and the economic benefit is improved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. Wherein:
FIG. 1 is a schematic illustration of a region demarcated by excavated earth in an embodiment of the present invention;
FIG. 2 is a schematic view of the distribution of S1 line-type supports in accordance with one embodiment of the present invention;
FIG. 3 is a schematic view of the distribution of S2 line-shaped supports according to an embodiment of the present invention.
The concrete diaphragm wall comprises an underground diaphragm wall 1, a first crossing-shaped support 2, a second crossing-shaped support 3, a third crossing-shaped support 4, a common concrete support 5, a fifth steel cross brace 6, a sixth steel cross brace 7, an end cap pile 8, an end cap pile top crown beam 9, a concrete back cover 10, an underground diaphragm wall top crown beam 11, a first waist beam 12, a second waist beam 13 and a lattice column 14.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
As shown in fig. 1-3, a construction method for a deep foundation pit square support at a transfer section of an underground station of a railway in a city area comprises the following steps: step 1, the S1 line station base and the S2 line station base are distributed in a crossed manner, and excavation is carried out at the intersection in four directions extending along the S1 line station base and the S2 line station base so as to form a subway transfer section; dividing the excavated soil body into a plurality of areas in four directions extending along the base of the S1 line station and the base of the S2 line station by taking the intersection as a center; step 2, firstly, excavating the intersection of the S1 line station base and the S2 line station base; after the excavation is finished, arranging a square supporting piece at the corresponding vertical supporting position of the intersection; step 3, excavating the divided areas in four directions in sequence from near to far away from the intersection; when the station bases on the same line are excavated, symmetrically divided areas about the intersection are simultaneously excavated; arranging a supporting piece at the corresponding vertical supporting position at the junction according to the principle of 'supporting along with digging and supporting first and then digging'; step 4, excavating to the base of the S1 line station, and constructing a plugging pile, a top crown beam and a steel beam; step 5, excavating the area of the corresponding intersection of the S2 line station base, and arranging a support in the excavated area; step 6, excavating the divided areas in sequence from near to far away from the intersection in the extending direction of the base of the S2 line station, and arranging supporting pieces at the corresponding vertical supporting positions of the intersection according to the principle of supporting along with excavation and supporting firstly and then supporting secondly; and 6, finishing excavation of the deep foundation pit of the transfer section, and finally pouring concrete back cover 10. The square supporting structure ensures the safety of supporting, simultaneously cancels complex supporting, is beneficial to large machinery to enter and exit a foundation pit, and is beneficial to improving the progress of engineering.
The intersection is excavated in a layered and subsection mode, the thickness of each layer is 1m-2m, such as 1m, 1.5m and 2m, in the step 3, different symmetrical combination construction methods can be adopted in the excavation process, namely, under the condition that the principle that the intersection is taken as the center, from the near to the far and is symmetrical is met, the construction area can be freely selected, and for example, the S1 excavation or the S2 excavation can be carried out firstly.
During specific excavation, according to the geometrical size of the engineering foundation pit, the arrangement of a retaining wall body and a supporting structure system, and foundation reinforcement and construction conditions, the method of layering, partitioning, symmetry, balancing, soil retaining, slope protection and step flow water is adopted for excavation and supporting in sequence, and according to the space-time effect rule, construction parameters are determined so as to guarantee:
(1) the soil disturbance range in the excavation process is reduced, and the soil displacement and the differential displacement around the pit are reduced to the maximum extent.
(2) Under the working condition of each step of excavation and support, the applied part of the support enclosure system and the excavation longitudinal gradient in the foundation pit are kept stable, and the soil mass displacement and the differential displacement around the pit are controlled.
(3) Under the guidance of the 'space-time effect' theory, field engineering monitoring is carried out in a planned way, and monitoring data are compared with predicted values to judge whether the construction process and construction parameters meet expected requirements or not so as to determine and optimize the construction parameters of the next step.
In this embodiment, the underground continuous wall 1 and the top crown beam 11 of the underground continuous wall (including the underground continuous wall of the base of the station at the line S1 and the underground continuous wall of the base of the station at the line S2) are constructed at the transfer section before the excavation of the foundation pit, and the square supports are connected with the underground continuous wall 1 to form a whole by concrete pouring near the edge of the underground continuous wall 1. Three square supports are arranged at the intersection and sequentially comprise a second square support 3 and a third square support 4 from top to bottom, wherein the first square support 2 is mutually anchored with the steel bars of the top crown beam 11 of the underground diaphragm wall, and the second square support 3, the third square support 4 and the common concrete support 5 are mutually anchored with the steel bars of the waist beam at the corresponding positions and are connected with the underground diaphragm wall 1 to form a whole. Two lattice columns are arranged at trisection points of four edges of each square-shaped support between every two square-shaped supports.
In the embodiment, a plurality of longitudinal supporting positions are arranged on the base of the S1 line station, wherein square supports are arranged on the supporting positions at the intersection, and the supports at the other parts of the base of the S1 line station are steel cross braces;
and a plurality of longitudinal supporting positions are also arranged on the base of the S2 line station, wherein the first layer of supporting pieces on the supporting positions corresponding to the intersection are common concrete supports, and the rest supporting pieces are steel cross braces.
The common concrete support is a concrete beam which is arranged perpendicular to the extending direction of the base of the S2 line station, two ends of the concrete beam are mutually anchored with the top crown beam of the underground continuous wall of the base of the S2 line station through reinforcing steel bars, and the concrete beam and the top crown beam are cast into a whole.
In this embodiment, in step 1, the excavation process may be divided into 9 pieces according to symmetry. The excavation soil body is divided into 9 areas, specifically, an area I, an area II ', an area III ', an area IV, an area V and an area V ', wherein the area I corresponds to the intersection of the base of the S1 line station and the base of the S2 line station, and the base of the S2 line station is lower than the base of the S1 line station, so that two subway lines can independently run and transfer.
In another optional embodiment, the square support is a square frame beam matched with an excavated area, the depth of the base of the S1 line vehicle station is 18m, three support positions are arranged in the longitudinal direction of the base of the S1 line vehicle station, and the support positions are sequentially 0m away from the top of the foundation pit, 7.5m away from the top of the foundation pit and 13m away from the top of the foundation pit;
the depth of the S2 line car station base is 18m, three supporting positions are arranged in the longitudinal direction of the S2 line car station base, and the supporting positions are 0m away from the top of the foundation pit, 7.5m away from the top of the foundation pit and 13m away from the top of the foundation pit in sequence.
In this embodiment, two lattice columns are arranged between two adjacent square supports, and the two lattice columns are distributed on two trisections between the two adjacent square supports.
The lattice column is made of Q345B steel, has the size of 500 multiplied by 500mm (length multiplied by width), and is formed by welding 4 equal angle steels with the length multiplied by 16mm (side length multiplied by thickness) and batten plates.
In some embodiments, in any station base, all the support positions are square supports, in two adjacent excavation regions, the square supports corresponding to the later excavation region and the earlier excavation region and located at the same height are connected into a whole through concrete pouring to improve the stability of the supports, and meanwhile, the adjacent sides of the square supports corresponding to the later excavation region and the earlier excavation region share one side of the same frame beam.
In another alternative embodiment, the square support is formed by constructing C40 concrete through a cast-in-place method, a steel bar framework is arranged in the square support, and the cross section of any side of the square support is 900mm multiplied by 1200mm (width multiplied by height).
In another optional embodiment, a foundation pit of the S1 line is excavated to the substrate and is subjected to bottom sealing through concrete, when the strength of the bottom sealing concrete reaches 85%, a plug pile and a plug pile top crown beam are applied to the edge of a corresponding area at the intersection along the foundation pit direction of the S2 line, so that the foundation pit of the S2 line forms a complete plug pile and a complete plug pile top crown beam; the diameter of the constructed plug pile is 1.2m, the plug pile 8 is made of C40 concrete, the excavation is suspended at the moment, after the construction of the plug pile and the plug pile top crown beam is completed, the foundation pit excavation of the line S2 and the erection of the rigid cross brace can be carried out when the strength of the plug pile and the plug pile top crown beam reaches 85%.
And a soil layer of 0.3m above the excavation surface of the substrate is excavated manually, so that the overexcavation is controlled and the disturbance of machinery to the substrate is reduced. After the foundation pit is excavated to the basement, related units are organized in time to inspect the pit, and the cushion layer must be poured at the bottom of the foundation pit within 12 hours.
In another alternative embodiment, the underground diaphragm wall 1 of the S1 line has the thickness of 1000mm, and is cast by adopting a circular locking mouth pipe joint, and the depth of the circular locking mouth pipe joint is 46.65-55.55 m; the thickness of the S2 line underground continuous wall 1 is 1200mm, and the H-shaped steel joint is adopted for pouring, and the depth is 67.32-71.72 m. The structure of the top crown beam 11 of the underground continuous wall is a C40 reinforced concrete structure, and the section size of the crown beam is (1000-1600 mm). times.1000 mm (width. times.height); the waist rail is of a C40 reinforced concrete structure, and the section sizes are (1200-1500 mm) × (1200-1400 mm) (width × height). The lattice column is made of Q345B steel, has the size of 500 multiplied by 500mm (length multiplied by width), and is formed by welding 4 equal angle steels with the length multiplied by 16mm (side length multiplied by thickness) and batten plates.
In another optional embodiment, in the excavation process, the excavated area extends for 30 meters for slope releasing, and the slope releasing ratio is not more than 1: 3.
In another alternative embodiment, when excavating, according to the lines S1 and S2, when excavating the earthwork below the lowest road support, C20 plain concrete with the thickness of 150mm is poured as a cushion layer within 8 hours after the excavation is performed segment by segment; the cushion layer comprises a sand cushion layer below the concrete cushion layer, and construction preparation works such as the sand cushion layer, the concrete cushion layer, materials, equipment, manpower and the like for pouring the reinforced concrete bottom plate are made in advance, so that the next procedure is carried out after the foundation pit is dug, and the bottom is sealed as soon as possible after the foundation pit is dug. And after the cushion layer construction is finished, C40 concrete with the thickness of 1100mm is poured to carry out bottom sealing.
In some embodiments, the specific construction process is: firstly, the soil body excavated in the middle of the underground continuous wall 11 in four directions of the transfer section is divided into 9 areas, namely an area I, an area II ', an area III', an area IV ', an area V and an area V' (as shown in figure 1). And after the excavated soil body is divided into areas, symmetrically excavating according to the principle of stress balance. The slope is simultaneously released in four directions, and the releasing slopes respectively extend for 30 meters. The excavation sequence is that firstly, the first area is excavated, then the second area and the second area are excavated, then the third area and the third area are excavated, then the fourth area and the fourth area are excavated, finally the V area and the V area are excavated, and the excavation depth is 1.5m each time. According to the principle of 'supporting along with digging and digging after supporting firstly', a first crossing-shaped support 2, a second crossing-shaped support 3, a third crossing-shaped support 4 and a common concrete support 5 (the lowest support position of the S1 line and the highest support position of the S2 line) are sequentially and timely arranged at a distance of 18m from the top of a foundation pit, wherein the second crossing-shaped support 3 is mutually anchored with the top crown beam steel bar of the underground continuous wall 1, the first crossing-shaped support 12, the second crossing-shaped support 13 and the third crossing-shaped support 14 are respectively firstly constructed at the support positions before the second crossing-shaped support 3, the third crossing-shaped support 4 and the common concrete support 5 are erected with the first crossing-shaped support 12, the second crossing-shaped support 13 and the third crossing-shaped support 14, and the second crossing-shaped support 3, the third crossing-shaped support 4 and the common concrete support 5 are mutually anchored with the steel bar of the first crossing-shaped support 12, the second crossing-shaped support 13 and the third crossing-shaped support 14 respectively. And (3) stopping excavation after the excavation is carried out to the base of the station at the S1 line, and timely constructing the plug pile at the S2 line, the crown beam and the fifth steel cross brace 6 (the second support position of the S2 line in the longitudinal direction) (as shown in figure 3), wherein the diameter of the plug pile is 1.2 m. And (3) continuing excavating the line S2 after the supporting strength of the crown beam reaches 85% of the design strength, wherein the excavating sequence comprises firstly excavating the region I, then excavating the region II and the region II ', and finally excavating the region III and the region III'. The excavation depth is 1.5m each time, and a third support position of a sixth steel cross brace 7S2 line in the longitudinal direction is applied in time in the excavation process).
In consideration of construction economy and rapidity, the supporting piece on the S2 foundation pit can preferably adopt a steel cross brace, and of course, a square-shaped support can be continuously applied to improve the stability of the foundation pit. And S2, completing excavation of the foundation of the station, and pouring the concrete back cover 10 (as shown in figure 3) after the cushion layer is constructed. It should be understood that the above description is only exemplary, and the embodiments of the present application do not limit the present invention.
The above description is only exemplary of the invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the invention is intended to be covered by the appended claims.
Claims (10)
1. A supporting construction method for a deep foundation pit in a square shape at a transfer section of an underground station of a urban railway is characterized by comprising the following steps:
step 1, the S1 line station base and the S2 line station base are distributed in a crossed manner, and excavation is carried out at the intersection in four directions extending along the S1 line station base and the S2 line station base so as to form a subway transfer section; dividing the excavated soil body into a plurality of areas in four directions extending along the bases of the S1 line station and the S2 line station by taking the intersection of the S1 line and the S2 line as a center;
step 2, firstly, excavating the intersection of the S1 line station base and the S2 line station base; after the excavation is finished, arranging square supports at the corresponding vertical support positions of the intersection;
step 3, excavating the divided areas in four directions in sequence from near to far away from the intersection; when the station bases on the same line are excavated, symmetrically divided areas about the intersection are simultaneously excavated; arranging a supporting piece at the corresponding vertical supporting position of the junction;
step 4, excavating to the base of the S1 line station, and constructing a plugging pile, a top crown beam and a steel beam;
step 5, excavating a region corresponding to the intersection of the base of the S2 line station, and arranging a support in the excavated region;
step 6, in the extending direction of the S2 line station substrate, sequentially excavating the S2 line station substrate in the divided areas from the corresponding areas of the intersection from near to far, and arranging supporting pieces in the excavated areas;
and 7, finishing excavation of the deep foundation pit of the transfer section.
2. The method for deep foundation pit square support construction at a transfer section of an urban railway underground station according to claim 1, wherein in step 1, the excavated soil is divided into 9 zones, specifically, a zone I, a zone II ', a zone III', a zone IV ', a zone V, and a zone V', wherein the zone I corresponds to a junction of a station base of a line S1 and a station base of a line S2.
3. The construction method for the square-shaped support of the deep foundation pit of the urban railway underground station transfer section according to claim 1, wherein the square-shaped support is a square-shaped frame beam matched with an excavated area.
4. The method for supporting and constructing the deep foundation pit in the square shape at the urban railway underground station transfer section according to claim 3, wherein two lattice columns are arranged between two adjacent square-shaped supports, and the two lattice columns are distributed on two trisections between the two adjacent square-shaped supports.
5. The method for constructing a square support of a deep foundation pit of a transfer section of an urban railway underground station according to claim 3, wherein the square support is formed by constructing C40 concrete by a cast-in-place method, a steel reinforcement framework is arranged in the square support, and the cross section of any side of the square support is 900mm x 1200 mm.
6. The method for supporting and constructing the deep foundation pit at the transfer section of the urban railway underground station according to claim 1, wherein a foundation pit is excavated to a base at a line S1, and bottom sealing is performed through concrete, and when the strength of the bottom sealing concrete reaches 85%, a plug pile and a plug pile top crown beam are applied to the edge of a region corresponding to the junction along the extending direction of the foundation pit at the line S2.
7. The method for supporting and constructing the deep foundation pit in the urban railway underground station transfer section in the shape of the Chinese character 'kou' according to claim 1, wherein the underground continuous wall and the top crown beam of the underground continuous wall of the transfer section are constructed before excavation of the foundation pit, and three supports are arranged at the intersection in the shape of Chinese character 'kou', wherein the underground continuous wall is provided with waist beams at the positions corresponding to the supports in the shape of Chinese character 'kou' and the supports in the shape of Chinese character 'kou' respectively; the first crossing-shaped support in the crossing-shaped supports is mutually anchored with the steel bars of the top crown beam of the underground continuous wall, and the second crossing-shaped support and the third crossing-shaped support are mutually anchored with the waist beam steel bars at corresponding positions, so that the first crossing-shaped support, the second crossing-shaped support and the third crossing-shaped support are connected with the underground continuous wall to form a whole.
8. The method for deep foundation pit square-shaped support construction at the urban railway underground station transfer section according to claim 7, wherein the thickness of the S1 line underground continuous wall is 1000mm, and the depth is 46.65-55.55 m; the thickness of the S2 line underground continuous wall is 1200mm, and the depth is 67.32-71.72 m.
9. The method for deep foundation pit square-shaped support construction of the urban railway underground station transfer section according to claim 1, wherein in the excavation process, the excavated area is extended by 30 meters for slope releasing, and the slope releasing ratio is not more than 1: 3.
10. The method for supporting and constructing the deep foundation pit in the square shape at the transfer section of the urban railway underground station according to claim 1, wherein after the foundation of the station at the S1 line or the foundation of the station at the S2 line is excavated, C20 plain concrete with the thickness of 150mm is poured as a cushion layer within 8 hours; and after the cushion layer construction is finished, C40 concrete with the thickness of 1100mm is poured to carry out bottom sealing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111356760.2A CN114197476B (en) | 2021-11-16 | 2021-11-16 | Construction method for deep foundation pit-mouth-shaped support of transfer section of urban railway underground station |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111356760.2A CN114197476B (en) | 2021-11-16 | 2021-11-16 | Construction method for deep foundation pit-mouth-shaped support of transfer section of urban railway underground station |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07216871A (en) * | 1994-02-04 | 1995-08-15 | Kajima Corp | Circular landslide protecting process |
| CN202466597U (en) * | 2012-03-16 | 2012-10-03 | 北京市市政工程设计研究总院 | Semi-inverse annular plate support system oversized subway deep foundation ditch construction structure |
| CN105239582A (en) * | 2015-09-07 | 2016-01-13 | 中铁三局集团有限公司 | Construction method applicable to constructing special-shaped big deep crossing joint foundation pit annular support |
| CN108589771A (en) * | 2018-03-22 | 2018-09-28 | 深圳市市政设计研究院有限公司 | One kind having runed underground station increasing layer transfer node construction method |
| CN108842820A (en) * | 2018-08-19 | 2018-11-20 | 中铁五局集团有限公司 | A kind of subway station transfer node section foundation ditch construction method |
| CN112813991A (en) * | 2021-01-06 | 2021-05-18 | 安徽省公路桥梁工程有限公司 | Excavation and support construction method for deep foundation pit of subway transfer station |
| CN113389554A (en) * | 2021-07-16 | 2021-09-14 | 上海市隧道工程轨道交通设计研究院 | Dumbbell type deep-buried subway station and construction method thereof |
-
2021
- 2021-11-16 CN CN202111356760.2A patent/CN114197476B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07216871A (en) * | 1994-02-04 | 1995-08-15 | Kajima Corp | Circular landslide protecting process |
| CN202466597U (en) * | 2012-03-16 | 2012-10-03 | 北京市市政工程设计研究总院 | Semi-inverse annular plate support system oversized subway deep foundation ditch construction structure |
| CN105239582A (en) * | 2015-09-07 | 2016-01-13 | 中铁三局集团有限公司 | Construction method applicable to constructing special-shaped big deep crossing joint foundation pit annular support |
| CN108589771A (en) * | 2018-03-22 | 2018-09-28 | 深圳市市政设计研究院有限公司 | One kind having runed underground station increasing layer transfer node construction method |
| CN108842820A (en) * | 2018-08-19 | 2018-11-20 | 中铁五局集团有限公司 | A kind of subway station transfer node section foundation ditch construction method |
| CN112813991A (en) * | 2021-01-06 | 2021-05-18 | 安徽省公路桥梁工程有限公司 | Excavation and support construction method for deep foundation pit of subway transfer station |
| CN113389554A (en) * | 2021-07-16 | 2021-09-14 | 上海市隧道工程轨道交通设计研究院 | Dumbbell type deep-buried subway station and construction method thereof |
Non-Patent Citations (4)
| Title |
|---|
| 卿凇: "上海地铁"十"形换乘地铁车站施工技术", 《城市道桥与防洪》 * |
| 卿凇: "上海地铁"十"形换乘地铁车站施工技术", 《城市道桥与防洪》, no. 10, 15 October 2010 (2010-10-15), pages 124 - 127 * |
| 杨德春等: "地铁换乘基坑环框支撑结构关键技术分析", 《隧道建设（中英文）》 * |
| 杨德春等: "地铁换乘基坑环框支撑结构关键技术分析", 《隧道建设（中英文）》, vol. 39, 31 August 2019 (2019-08-31), pages 296 - 302 * |
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