CN111997625A - Underground excavation construction method for subway station in weak-expansibility clay stratum - Google Patents
Underground excavation construction method for subway station in weak-expansibility clay stratum Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 80
- 238000009412 basement excavation Methods 0.000 title claims abstract description 76
- 239000004927 clay Substances 0.000 title claims abstract description 19
- 238000000034 method Methods 0.000 claims abstract description 26
- 229910000831 Steel Inorganic materials 0.000 claims description 29
- 239000010959 steel Substances 0.000 claims description 29
- 239000002689 soil Substances 0.000 claims description 16
- 230000002265 prevention Effects 0.000 claims description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 230000005641 tunneling Effects 0.000 claims description 3
- 239000011435 rock Substances 0.000 description 7
- 230000003014 reinforcing effect Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 230000000630 rising effect Effects 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 230000008961 swelling Effects 0.000 description 2
- 210000002469 basement membrane Anatomy 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000003337 fertilizer Substances 0.000 description 1
- 210000004379 membrane Anatomy 0.000 description 1
- 239000012528 membrane Substances 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Mining & Mineral Resources (AREA)
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention belongs to the technical field of tunnel engineering, and particularly relates to a subsurface excavation construction method for a subway station in a weak expansive clay stratum. The method comprises the steps of pilot tunnel construction, station integral supporting system construction, station main body earthwork excavation and secondary lining structure construction. The method can effectively inhibit the uplift deformation condition of the excavation surface in the excavation process while effectively ensuring the safe and smooth underground excavation construction of the subway station in the weak expansive clay stratum.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a subsurface excavation construction method for a subway station in a weak expansive clay stratum.
Background
In recent years, urban rail transit engineering construction in China is unprecedented in development. The underground excavation of the station is a common station construction mode under the restriction of traffic fluffing and the surrounding environment. When the underground excavation station is positioned in a weak expansive clay stratum, on one hand, the permeability coefficient of rock and soil mass of the stratum is extremely small, and the stratum has certain self-bearing capacity, but is easy to rebound and deform under disturbance conditions; on the other hand, subway station section span and high requirement are great again, and this makes traditional hole stake method lead to the tunnel floor volume of uplift great when excavating station main part earthwork easily, not only is difficult to satisfy the station construction requirement, also has higher safety risk simultaneously.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide the underground excavation construction method for the subway station in the weak expansive clay stratum.
In order to achieve the purpose, the invention adopts the following technical scheme:
a subsurface excavation construction method for a subway station in a weak expansive clay stratum is characterized by comprising the following steps: the method comprises the steps of sequentially performing pilot tunnel construction, station integral supporting system construction, station main body earthwork excavation and secondary lining structure construction, wherein the steps of:
the pilot tunnel construction step comprises:
s1, constructing a station vertical shaft and a transverse channel, wherein the transverse channel is divided into an upper layer and a lower layer;
s2, applying advanced pre-support on the arch part of the pre-excavated pilot tunnel;
s3, excavating and supporting six pilot tunnels by using the transverse channel, wherein four pilot tunnels are positioned in the upper layer area of the transverse channel, the other two pilot tunnels are positioned in the lower layer area of the transverse channel, and the two pilot tunnels on the lower layer are vertically opposite to the two pilot tunnels in the middle of the upper layer until the two pilot tunnels on the lower layer are longitudinally communicated with each other in the station;
the construction steps of the station integral supporting system comprise:
s4, constructing a station side pile and a middle steel pipe column hole;
s5, constructing bottom longitudinal beams in the two pilot tunnels on the lower layer;
s6, constructing steel pipe columns in the upper two middle guide holes;
s7, constructing side pile crown beams in the guide holes on the two sides of the upper layer, and backfilling the back of the grid;
s8, constructing a top longitudinal beam in the upper two middle guide holes;
s9, constructing a station vault supporting structure, wherein the station vault supporting structure comprises a vault primary supporting structure and a secondary lining structure, and side buckling arches are constructed before middle buckling arches;
the station main body earthwork excavation and secondary lining structure construction steps comprise:
s10, drawing a groove to excavate the main body earthwork of the station to the bottom of the middle plate, and constructing the middle longitudinal beam, the middle plate and the excavated part of the side wall structure;
s11, drawing a groove to excavate the rest station main body earthwork to the bottom of the bottom plate, laying the bottom plate for water prevention, and constructing the bottom plate and the rest lower side wall.
In the step S1, the transverse channel is excavated by adopting a three-step reserved core soil method, and the excavation circulating footage is 0.5 m.
In the step of S2, the advance support is a combined support form of an advance large pipe shed and small guide pipes, wherein the number of the advance large pipe shed rings is 3 per meter, and the small guide pipes are arranged between two adjacent pipe sheds of the advance large pipe shed; the advance support construction range is 180 degrees of the arch crown of the pilot tunnel.
In the step S3, excavating each pilot tunnel by adopting a three-step reserved core soil method, wherein the excavation circulating footage is 0.5 m; the excavation sequence of each pilot tunnel is that the upper pilot tunnel is excavated before the lower pilot tunnel, and the four pilot tunnels on the upper layer are synchronously excavated at intervals.
The step S4 specifically includes: the method comprises the following steps of measuring and positioning, pilot tunnel bottom plate breaking and orifice supporting, pile well excavation and tunneling, retaining wall construction, steel reinforcement cage hoisting and pile core concrete pouring; meanwhile, constructing drilled piles with set intervals in the guide holes on the two sides of the upper layer, and constructing manual drilled piles with set intervals in the guide holes on the two middle layers of the upper layer;
and S5, immediately performing the step after the pilot tunnel under the station is communicated, and performing the work of rust prevention of the embedded steel bar joint and protection of a waterproof board at the lower part of the bottom longitudinal beam.
And in the step S7, pre-burying a primary support grid of the main arch part in the crown beam steel bars.
When the step S8 is executed, the steel support is erected, the bottom film is laid, the vault waterproof plate is laid, the side arc-shaped steel film is installed, the lateral support is installed, and the vibrating port is reserved.
And before constructing a vault primary support structure in the step S9, arranging a large advanced pipe shed and a small guide pipe for combined support at an arch part between pilot tunnels, wherein the circumferential distance of the large pipe shed is 0.33m, and the small guide pipe is arranged between two adjacent pipe sheds of the large advanced pipe shed.
Adopting a pull groove type excavation method for the earthwork of the station main body, specifically in the step S10, firstly excavating a vertical layer of pull grooves, constructing a middle pit groove 3-5 m before constructing the earthwork at two sides, and immediately spraying concrete or constructing a temporary inverted arch to the bottom of an earthwork excavation surface after excavating the earthwork at two sides; specifically, in the step S11, two vertical layers of pull grooves are excavated, wherein a pit groove in the middle is constructed 3-5 m before earthwork on two sides, and the earthwork on the upper layer is constructed 3-5 m before the earthwork on the lower layer.
The invention has the beneficial effects that:
1) the core idea of the method is to control the rising deformation of the excavation surface in the excavation process through a series of construction measures, wherein the measures comprise improving the stratum bearing capacity, reducing the excavation section or span, blocking a disturbance path and closing the bottom of the excavation surface in time, and finally effectively reducing the rising deformation of the bottom of the tunnel.
2) A reinforcing ring is formed by adopting a combined supporting mode of an advanced large pipe shed and a small pipe at a pilot tunnel and a station vault, the upper surrounding rock loose load is supported, and deformation pressure and the upper load action are transmitted to the surrounding rock inside the reinforcing ring and a supporting system, so that the stress of a tunnel supporting structure is improved, and the stratum bearing capacity is improved; the advanced support reinforcing ring plays a role in bearing the upper loose pressure, so that the sinking of the vault and the sinking of the earth surface are blocked, and the effect of controlling the sinking amount of the vault is particularly good; for the surrounding rock and the supporting system in the reinforcing ring, the reinforcing ring reduces the earth covering pressure on the working surface and stabilizes the excavation surface, thereby avoiding soil body collapse, providing a stable supporting environment for primary support and being beneficial to completing the stability of the surrounding rock after excavation.
3) The size of an excavation face is reduced by adopting a three-step reserved core soil method for pilot tunnel excavation, and the primary support of the arch part is constructed in time, so that the core soil and the lower portion excavation are carried out under the protection of the primary support of the arch part, and the construction safety is good; and the reserved core soil plays a role in reverse thrust on the tunnel face, so that the extrusion deformation of surrounding rocks on the excavation face is reduced.
4) In the process of excavating the earth of the main body of the station, the excavation measures of vertical layering, left and right distribution and longitudinal slot broaching are adopted, so that the rising deformation of the bottom of the tunnel can be obviously reduced, and the construction progress can be ensured. Wherein, the vertical layering has the effect of controlling the uplift of the bottom plate by controlling the once excavation depth and the load unloading amount of the earthwork; the left and right parts can ensure that a bottom plate lining structure is constructed in time, and the exposure time of the bottom plate is reduced, so that the uplift amount of the bottom plate is controlled; the longitudinal groove can reduce the once excavation span and the excavation area, and has remarkable effect on controlling the uplift of the bottom plate. In addition, the length of the embedded section of the side pile is properly increased, the phenomenon that soil around the tunnel is extruded into the tunnel due to unloading can be blocked, and the effect of reducing the deformation of the bottom plate is obvious.
Drawings
FIG. 1 is a construction flow chart of example 1;
FIG. 2 is a flowchart of the pilot tunnel construction procedure of embodiment 1;
FIG. 3 is a flowchart of the construction steps of the station integrated supporting system of embodiment 1;
FIG. 4 is a flow chart of the station body earthwork excavation and secondary lining construction steps of embodiment 1;
FIG. 5 is a sectional view of an underground excavated station according to embodiment 1;
FIG. 6 is a vertical displacement cloud chart of the FLAC3D after the construction of the simulation embodiment 1 is completed.
Detailed Description
For ease of understanding, the specific construction and operation of the present invention is further described herein with reference to FIGS. 1-6:
example 1:
construction site: anhui province and province, and fertilizer market.
The construction target is as follows: subway No. 5 line becomes all stations.
Target geological conditions: the clay geology and the argillaceous sandstone geology with weak expansibility have extremely small permeability coefficient of rock and soil mass, have certain self-supporting capacity, but are easy to rebound and deform under the disturbance condition.
The construction process comprises the following steps:
due to the stratum characteristics of a construction target, the traditional hole-pile method causes a large amount of uplift of a tunnel bottom plate when excavating main earthwork of a station, and cannot meet the construction requirements of the station; therefore, the method for excavating the earth of the station main body is improved, so that the station main body can be closed to form a ring as soon as possible, and the uplift amount of the bottom of the tunnel is reduced.
Through carrying out detailed topographic and geological condition exploration on a construction site and determining the range of an excavation section, the invention provides the specific construction steps as shown in figure 1:
s101: a pilot tunnel construction step;
s102: constructing an integral supporting system of the station;
s103: and excavating the earth of the main body of the station and constructing a second lining.
More specifically, as shown in fig. 2, the specific construction steps of S101 include:
s201: constructing and supporting a station vertical shaft and a transverse channel according to a design drawing, wherein the transverse channel is divided into an upper layer and a lower layer;
s202: constructing advanced support at the arch parts of the six pilot tunnels, wherein four pilot tunnels are positioned at the upper layer, the other two pilot tunnels are positioned at the lower layer, and the two pilot tunnels at the lower layer are vertically opposite to the two pilot tunnels at the middle of the upper layer;
s203: and excavating six pilot tunnels by means of the transverse channel and supporting until the pilot tunnels are longitudinally communicated with the station.
In the pilot tunnel construction step, in order to ensure construction safety and control convergence and deformation of the tunnel, the transverse channel and the pilot tunnel are excavated by adopting a three-step reserved core soil method, and the circulating footage is 0.5m each time. Meanwhile, the cross channel and the pilot tunnel are small in one-step excavation section and difficult in mechanical construction, so that manual excavation is adopted for construction. In addition, the primary support should be constructed in time after the transverse channel and the pilot tunnel are excavated, wherein the primary support is composed of a steel bar mesh, a steel arch and concrete.
In the pilot tunnel construction step, in order to improve the stratum bearing capacity and control the settlement of the vault and the earth surface of the tunnel, a combined pre-supporting mode of an advanced large pipe shed and small guide pipes is adopted for the pilot tunnel, the supporting range is 180 degrees of the vault, wherein the number of the large pipe shed rings is 3 per meter, and the small guide pipes are arranged in the middle of the large pipe shed.
In order to reduce the mutual influence among the pilot tunnel constructions, the pilot tunnel construction sequence is that the upper pilot tunnel is excavated before the lower pilot tunnel, and four pilot tunnels on the upper layer are synchronously excavated at intervals. In the embodiment, a left upper pilot tunnel and a right upper pilot tunnel are constructed firstly, then a left upper pilot tunnel and a right upper pilot tunnel are constructed, and finally a lower pilot tunnel is constructed; wherein, the upper left pilot tunnel and the upper right pilot tunnel are constructed 7 meters before the upper left pilot tunnel and the upper right pilot tunnel, and the upper left pilot tunnel and the upper right pilot tunnel are constructed 7 meters before the lower pilot tunnel.
As shown in fig. 3, the specific construction steps of S102 include:
s301: constructing side piles and middle steel pipe column holes of a station, and properly increasing the length of the side piles, wherein drilled piles with set intervals are constructed in the guide holes on the two sides of the upper layer, and manual hole digging piles with set intervals are constructed in the guide holes on the two sides of the upper layer;
s302: constructing bottom longitudinal beams in the two pilot holes of the lower layer, wherein a bottom plate steel bar joint, a steel pipe column base and a column bottom bolt are embedded;
s303: constructing a steel pipe column in the upper two guide holes, wherein the steel pipe column consists of two sections of branch steel pipes and one section of adjusting steel pipe;
s304: constructing side pile crown beams in the guide holes on the two sides of the upper layer, and backfilling the back of the grating;
s305: constructing top longitudinal beams in the upper two middle guide holes;
s306: the vault supporting structure of the construction station comprises a vault primary support and a secondary lining structure, wherein side buckling arches are constructed in advance of middle buckling arches.
In the construction step of the integral station supporting system, advanced water detection, precipitation and water stop work needs to be done, and waterless operation must be guaranteed during excavation.
In the construction step of the station integral supporting system, in order to reduce the uplift amount of a station bottom plate and increase the length of the embedded section of the station side pile, according to technical specification JGJ120-2012 of building foundation pit supporting, the calculation formula of the length of the embedded section of the foundation pit side pile is as follows.
In the formula: ke-stability of the anchoring safety factor; cantilever type supporting and retaining structure with safety grade of first grade, second grade and third grade, KeRespectively not less than 1.25, 1.2 and 1.15;
Eak、Epksequentially respectively obtaining a standard value (kN) of active soil pressure at the outer side of the foundation pit and a standard value (kN) of passive pressure at the inner side of the foundation pit;
aal、aplsequentially respectively obtaining the distance (m) from the resultant action point of the active soil pressure outside the foundation pit and the passive soil pressure inside the foundation pit to the bottom end of the soil retaining member;
the design of the length of the anchoring section of the side pile in the construction of the hole pile method is calculated by referring to the formula, but the safety factor needs to be multiplied, the length of the side pile in the embodiment is given by numerical simulation and theoretical calculation, 17m is taken, and the length of the anchoring section is 1/3 of the length of the pile.
In the above-mentioned whole system construction step of strutting of station, the concrete of constructing station side pile and middle part steel pipe column hole includes: the method comprises the following steps of measuring and positioning, pilot tunnel bottom plate breaking and orifice supporting, pile well excavation and tunneling, retaining wall construction, steel reinforcement cage hoisting and pile core concrete pouring. The construction of the bottom longitudinal beam of the pilot tunnel is carried out immediately after the pilot tunnel under the station is communicated, and the rust prevention of the embedded steel bar joint and the protection of a waterproof plate at the lower part of the bottom longitudinal beam are well carried out. Meanwhile, in order to accurately carry out the subsequent construction of the primary support of the vault of the station, a primary support grid of the arch part of the main body is pre-embedded in the steel bars of the top beam when the side pile top beam is constructed. The top longitudinal beam construction is to erect the steel support and lay the basement membrane, then lay the waterproof board of the vault, then install the side arc steel membrane, and install the lateral bracing, reserve the mouth of vibrating. Before constructing a vault primary support structure, an advanced large pipe shed and a small guide pipe combined support are arranged at an arch part between the pilot tunnels, the circumferential distance of the large pipe shed is 0.33m, and the small guide pipe is arranged in the middle of the large pipe shed.
As shown in fig. 4, the specific step of S103 includes:
s401, longitudinally segmenting, drawing a groove, excavating main body earthwork of the station to the bottom of a middle plate, closing the bottom of an excavation face in time, and constructing a middle longitudinal beam, the middle plate and an excavated part of side wall structure;
s402, vertically layering and longitudinally sectioning, drawing grooves, excavating the rest station main body earthwork to the bottom of a bottom plate, paving the bottom plate to prevent water, and constructing the bottom plate and the rest lower side wall.
In the steps of station main body earthwork excavation and secondary lining structure construction, in order to reduce the bottom of an excavation surface and the rising deformation of a bottom plate, the station main body earthwork adopts a pull groove type excavation method. Specifically, the step S401 is the first layer of groove digging, and the digging mode is characterized by longitudinal segmental construction. In order to control the deformation of the bottom layer after the earthwork excavation, the middle pit slot is constructed 3m before the earthwork on the two sides. And if necessary, immediately closing the bottom of the excavation surface at the earth excavation completion sections at the two sides by spraying concrete or applying a temporary inverted arch, wherein the bottom of the excavation surface is not subjected to sealing treatment in the simulation. And S402, carrying out second-layer slot-drawing excavation, wherein the excavation mode is characterized by vertical layering and longitudinal segmentation construction. In order to control the deformation of the tunnel bottom plate after the earthwork excavation, the middle pit slot is constructed 3m before the earthwork on the two sides, the upper layer earthwork is constructed 3m before the lower layer earthwork, and the tunnel bottom plate is constructed immediately at the earthwork excavation completion section on the two sides of the lower layer;
in the steps of earth excavation of the station main body and construction of the secondary lining structure, the pull groove excavation surface is large, so that a necessary working surface can be provided for mechanical excavation, mechanical excavation is recommended to ensure the construction efficiency, and the finally formed underground excavation station section diagram is shown in fig. 5.
And (4) conclusion:
fig. 6 is a horizontal displacement cloud picture of a subway No. 5 line settlement station after excavation balance.
From the horizontal displacement cloud chart it can be seen that: the bottom plate at the middle of the midspan of the station has the largest amount of swelling, the extreme value is 22.86cm, the amount of swelling at the bottom of the tunnel is obviously reduced, and the construction requirement of the station is met.
Claims (10)
1. A subsurface excavation construction method for a subway station in a weak expansive clay stratum is characterized by comprising the following steps: the method comprises the steps of sequentially performing pilot tunnel construction, station integral supporting system construction, station main body earthwork excavation and secondary lining structure construction, wherein the steps of:
the pilot tunnel construction step comprises:
s1, constructing a station vertical shaft and a transverse channel, wherein the transverse channel is divided into an upper layer and a lower layer;
s2, applying advanced pre-support on the arch part of the pre-excavated pilot tunnel;
s3, excavating and supporting six pilot tunnels by using the transverse channel, wherein four pilot tunnels are positioned in the upper layer area of the transverse channel, the other two pilot tunnels are positioned in the lower layer area of the transverse channel, and the two pilot tunnels on the lower layer are vertically opposite to the two pilot tunnels in the middle of the upper layer until the two pilot tunnels on the lower layer are longitudinally communicated with each other in the station;
the construction steps of the station integral supporting system comprise:
s4, constructing a station side pile and a middle steel pipe column hole;
s5, constructing bottom longitudinal beams in the two pilot tunnels on the lower layer;
s6, constructing steel pipe columns in the upper two middle guide holes;
s7, constructing side pile crown beams in the guide holes on the two sides of the upper layer, and backfilling the back of the grid;
s8, constructing a top longitudinal beam in the upper two middle guide holes;
s9, constructing a station vault supporting structure, wherein the station vault supporting structure comprises a vault primary supporting structure and a secondary lining structure, and side buckling arches are constructed before middle buckling arches;
the station main body earthwork excavation and secondary lining structure construction steps comprise:
s10, drawing a groove to excavate the main body earthwork of the station to the bottom of the middle plate, and constructing the middle longitudinal beam, the middle plate and the excavated part of the side wall structure;
s11, drawing a groove to excavate the rest station main body earthwork to the bottom of the bottom plate, laying the bottom plate for water prevention, and constructing the bottom plate and the rest lower side wall.
2. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, wherein: in the step S1, the transverse channel is excavated by adopting a three-step reserved core soil method, and the excavation circulating footage is 0.5 m.
3. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, wherein: in the step of S2, the advance support is a combined support form of an advance large pipe shed and small guide pipes, wherein the number of the advance large pipe shed rings is 3 per meter, and the small guide pipes are arranged between two adjacent pipe sheds of the advance large pipe shed; the advance support construction range is 180 degrees of the arch crown of the pilot tunnel.
4. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, 2 or 3, wherein: in the step S3, excavating each pilot tunnel by adopting a three-step reserved core soil method, wherein the excavation circulating footage is 0.5 m; the excavation sequence of each pilot tunnel is that the upper pilot tunnel is excavated before the lower pilot tunnel, and the four pilot tunnels on the upper layer are synchronously excavated at intervals.
5. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, wherein: the step S4 specifically includes: the method comprises the following steps of measuring and positioning, pilot tunnel bottom plate breaking and orifice supporting, pile well excavation and tunneling, retaining wall construction, steel reinforcement cage hoisting and pile core concrete pouring; meanwhile, bored piles with set intervals are constructed in the guide holes on the two sides of the upper layer, and manual bored piles with set intervals are constructed in the guide holes on the two middle layers of the upper layer.
6. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, wherein: and S5, immediately performing the step after the pilot tunnel under the station is communicated, and performing the work of rust prevention of the embedded steel bar joint and protection of a waterproof board at the lower part of the bottom longitudinal beam.
7. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, wherein: and in the step S7, pre-burying a primary support grid of the main arch part in the crown beam steel bars.
8. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, wherein: when the step S8 is executed, the steel support is erected, the bottom film is laid, the vault waterproof plate is laid, the side arc-shaped steel film is installed, the lateral support is installed, and the vibrating port is reserved.
9. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 5, 6, 7 or 8, wherein: and before constructing a vault primary support structure in the step S9, arranging a large advanced pipe shed and a small guide pipe for combined support at an arch part between pilot tunnels, wherein the circumferential distance of the large pipe shed is 0.33m, and the small guide pipe is arranged between two adjacent pipe sheds of the large advanced pipe shed.
10. The underground excavation construction method for the subway station in the weak expansive clay stratum as claimed in claim 1, 2 or 3, wherein: adopting a pull groove type excavation method for the earthwork of the station main body, specifically in the step S10, firstly excavating a vertical layer of pull grooves, constructing a middle pit groove 3-5 m before constructing the earthwork at two sides, and immediately spraying concrete or constructing a temporary inverted arch to the bottom of an earthwork excavation surface after excavating the earthwork at two sides; specifically, in the step S11, two vertical layers of pull grooves are excavated, wherein a pit groove in the middle is constructed 3-5 m before earthwork on two sides, and the earthwork on the upper layer is constructed 3-5 m before the earthwork on the lower layer.
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| CN210598987U (en) * | 2019-09-19 | 2020-05-22 | 北京市政建设集团有限责任公司 | Subway station based on single-layer four-guide-hole and middle-guide-hole inner pile foundation |
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Application publication date: 20201127 |