CN101280568A - Station pit construction method forming protection for neighboring operated subway interval tunnel - Google Patents

Station pit construction method forming protection for neighboring operated subway interval tunnel Download PDF

Info

Publication number
CN101280568A
CN101280568A CNA2008100381258A CN200810038125A CN101280568A CN 101280568 A CN101280568 A CN 101280568A CN A2008100381258 A CNA2008100381258 A CN A2008100381258A CN 200810038125 A CN200810038125 A CN 200810038125A CN 101280568 A CN101280568 A CN 101280568A
Authority
CN
China
Prior art keywords
foundation ditch
construction
tunnel
foundation
adjacent
Prior art date
Application number
CNA2008100381258A
Other languages
Chinese (zh)
Inventor
余志松
朱雁飞
陈裕康
裴烈烽
张粤
Original Assignee
上海隧道工程股份有限公司
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 上海隧道工程股份有限公司 filed Critical 上海隧道工程股份有限公司
Priority to CNA2008100381258A priority Critical patent/CN101280568A/en
Publication of CN101280568A publication Critical patent/CN101280568A/en

Links

Abstract

The invention discloses a method for constructing foundation pits for a station which can protect the adjacent running tunnel of operating subways, which comprises the steps of constructing underground continuous wall, reinforcement of the foundation in the pits, constructing precipitation well points in the pits, excavating the foundation pits, structure reconstruction, reinforcement of outer row of soil outside the foundation pits and reinforcement of inner row of soil outside the foundation pits. The construction of the underground continuous wall adds the construction of sealing wall; the excavation of the foundation pits and the structure reconstruction adopt a top-down method below the medium plate of the foundation pits corresponding to where the adjacent running tunnel is buried deeply and a bottom-up method over the medium plate; the reinforcement of outer row of soil outside the foundation pits is to reinforce the soil between the foundation pits and the adjacent running tunnel and 3m far away from the foundation pits; and the reinforcement of inner row of soil outside the foundation pits is to reinforce the soil between the foundation pits and the adjacent running tunnel and within 3m from the foundation pits. The method of the invention adopts comprehensive protection measures during the whole process of construction, thereby protecting the adjacent running tunnel of operating subways overall and reducing the effect on the adjacent running tunnel of operating subways to the utmost extent during constructing a subway station.

Description

Adjacent operated subway interval tunnel is formed the station pit construction method of protection

Technical field:

The present invention relates to a kind of foundation ditch construction method, particularly a kind of station pit construction method to the adjacent formation of operated subway interval tunnel protection belongs to construction engineering technical field.

Background technology:

Along with the develop rapidly of track traffic cause, the city subterranean tunnel has formed huge network, and the subterranean tunnel network is quite intensive in some metropolitan some areas, and two-layer above tunnel is also of common occurrence in underground interlaced situation.Thereby how to reduce influence building subway work to contiguous running tunnel (or relevant building); to the problem of formation protection just referred come on the agenda, this problem is just particularly important concerning deep-foundation pit engineering (as the subway station) and rail tunnel of having runed or station.This is because the shoveling scale and the degree of depth of deep-foundation pit engineering are all very big, and the subway of having runed has strict requirement to track deformation (horizontal and vertical bending, radius of curvature etc. relatively), excessive distortion will influence the normal operation of track traffic, even to life and composition of estate grave danger of passenger.Therefore adjacent subterranean tunnel, particularly foundation pit construction can not have a bit mishap, will reduce to minimum to the influence of building the operating line track deformation building the station pit construction.

Find by prior art documents, include in " building operations " 2004 the 6th phases, Sun Xianming, thank to great handsome institute and show " design of deep foundation pit and the construction technology research at next-door neighbour's operated subway station " literary composition and construct to being close to the technical barrier that operated subway Line 1 station formation is protected, proposed the solution that the employing reversed Construction Method is protected at station, No. 8 informant people squares of subway deep-foundation pit engineering; Include in " building operations " o. 11th in 2004, polished by clock, " environmental protection in the large-scale deep foundation pit construction of next-door neighbour's subway " the Mei Yingbao work introduce; the foundation ditch neighboring buildings of grand good mansion is intensive, pipeline is numerous; and apart from No. 4 line running tunnels of subway 9.89m; this excavation of foundation pit degree of depth 9.45m; the embedded depth of employing increasing subway gusset protection structure solves the influence to subway, and its digging mode is that open cut is along building.Include in " building operations " Zhu Yimin of 2006 06 phases, Wang Zhijun, Zhang Fengzhu " in the control technology of a Building Foundation Construction on Top of Metro Tunnel " literary composition, the mode of layering subdividing rapid construction sole plate is taked in the basement foundation construction of having introduced subway Line 1 running tunnel top, solve the problem that excavation of foundation pit may cause the subway tunnel come-up, also solved the treatment of construction joints of base arrangement block construction simultaneously and the problem of the basement leakage water that may cause.

Above-mentioned document introduction all be the foundation pit construction technology of next-door neighbour's subway station or underground tunnel upper; at present as yet not relevant for the report that next-door neighbour's operated subway interval tunnel is formed the ultra-deep foundation pit construction technology of general protection; and the existing construction technology that operated subway circuit is protected all is simply to consider from excavation of foundation pit and form of structure, and the system that fails takes in construction overall process all sidedly to the safeguard measure of operated subway circuit.Existing job practices has been ignored construction of diaphragm wall stage and dewatering confined water to the influence of operated subway circuit, also without analyse or adopt complete contrary structure of building to return the mode of building, cause increasing the duration, prolonged the influence time of operated subway circuit; Perhaps adopt open cut along building mode, cause foundation pit deformation to increase.In a word, the technical measures that the existing job practices that operating line is protected is taked all have unicity, can't form general protection to adjacent operated subway interval tunnel, will cause ill effect to the normal operation of subway in case meet accident.

Summary of the invention:

Technical problem to be solved by this invention is to overcome the deficiencies in the prior art; a kind of station pit construction method that can form protection to adjacent operated subway interval tunnel is provided; it is not only in the construction of diaphragm wall stage; and the construction of precipitation well point, excavation of foundation pit and structure are returned the stage such as build and are taked many-sided comprehensive technical measure in the hole, thereby reach the purpose that operated subway interval tunnel is carried out general protection.

The present invention is achieved through the following technical solutions:

A kind of station pit construction method that adjacent operated subway interval tunnel is formed protection; include in ground stabilization in construction of diaphragm wall, the hole, the hole construction of precipitation well point and excavation of foundation pit and structure and return and build, it is characterized in that: this station pit construction method also comprise foundation ditch efflux soil stabilization and foundation ditch outer in the casting body reinforce.

The station pit construction method that adjacent operated subway interval tunnel is formed protection of the present invention, its construction of diaphragm wall increases builds block wall, described excavation of foundation pit and structure are returned to build and are adopted reverse masonry method, above employing bottom to construct between adjacent region in the corresponding foundation ditch of edpth of tunnel below the plate, it is between foundation ditch and adjacent running tunnel, apart from the foundation ditch 3m external reinforcement soil body that described foundation ditch effluxes soil stabilization, and to reinforce be soil mass consolidation between foundation ditch and adjacent running tunnel, in the foundation ditch 3m to the casting body in described foundation ditch was outer; The operation of described station pit construction method includes the following step in regular turn:

(1) foundation ditch effluxes soil stabilization;

(2) construction of diaphragm wall;

(3) ground stabilization in the hole;

(4) precipitation well point construction in the hole;

(5) the outer interior casting body of foundation ditch is reinforced;

(6) excavation of foundation pit and structure are returned and are built.

The station pit construction method that adjacent operated subway interval tunnel is formed protection of the present invention, the concrete operations content of its step (1) is: between foundation ditch and adjacent running tunnel, apart from 3m place, foundation ditch outer is the soil body of 3m to external reinforcement thickness, the soil mass consolidation degree of depth surpasses the foundation ditch hole following 4m in the end, and its width surpasses the foundation ditch width; The concrete operations content of described step (2) is: shorten the framing width, build the diaphragm wall of foundation ditch, and increase construction block wall is separated into foundation ditch than the zonule; The concrete operations content of described step (3) is: from the middle plate of the corresponding running tunnel buried depth of foundation ditch and following each layer is contrary build in the downward 3m in position of plate the soil body carried out the rotary churning pile grid type reinforce the wide 3m of reinforcing strip, interval 3m; From the foundation ditch hole downward 4m in the end soil body being carried out the rotary churning pile grid type reinforces; The concrete operations content of described step (4) is: comprehensively adopt following obstruct artesian water supply measure that artesian water in the foundation ditch is controlled:

A. strengthen thickness of earth covering opposing artesian pressure with artificial diaphragm's water layer;

B. diaphragm wall inserts impervious layer;

C. strengthen the diaphragm wall insertion depth.

The concrete operations content of described step (5) is: inwardly reinforcing thickness between foundation ditch and adjacent running tunnel, apart from 3m place, foundation ditch outer is the soil body of 3m, the soil mass consolidation degree of depth surpasses the foundation ditch hole following 4m in the end, and its width surpasses the foundation ditch width and the foundation ditch both sides are formed cornerite; The concrete operations content of described step (6) is: to the clear excavator body in foundation ditch zone, and adjacent region between adopt reversed Construction Method below the plate in the corresponding foundation ditch of edpth of tunnel, and adjacent region between adopt bottom to construct more than the plate in the corresponding foundation ditch of edpth of tunnel; This station pit construction method also comprises construction monitoring, its concrete operations content is: in the work progress, be that the center is to the left and right in the scope of each 50m with the running tunnel position corresponding with the foundation ditch center line, the vertical sedimentation of running tunnel, horizontal movement and diameter convergence are monitored in real time, and according to the maintenance of gained data-guiding foundation pit construction and running tunnel.

Unlike the prior art be, the station pit construction method that adjacent operated subway interval tunnel is formed protection of the present invention the construction of diaphragm wall stage increased take to cheat outside the measure of twice reinforcing of the soil body strengthen insulation blocking to adjacent running tunnel; The precipitation well point construction stage takes to intercept the measure of artesian water supply in the hole, dropdown curve is enclosed in the foundation ditch as far as possible, it is dark to have reduced falling of the outer artesian head of foundation ditch, thereby has reduced owing to dewatering confined water causes the foundation ditch outer soil body, the i.e. settling amount of the running tunnel of being protected; Returning the stage of building in excavation of foundation pit and structure increases and builds block wall foundation ditch is separated into than the zonule, thereby increased the rigidity of foundation ditch braced structures, when having reduced excavation of foundation pit diaphragm wall distortion and to the influence of adjacent running tunnel, between this external and adjacent region in the corresponding foundation ditch of edpth of tunnel plate adopt bottom and reversed Construction Method up and down respectively, Partial Inverse is built construction technology makes engineering in the reduction of erection time with reduce to obtain between the foundation pit deformation optimal balance point, thereby reduces the influence to adjacent running tunnel to greatest extent.In a word, system of the present invention takes the integrated protection measure all sidedly in construction overall process, has played the general protection effect to adjacent operated subway interval tunnel, has reduced to greatest extent and has built the influence of subway station foundation pit construction to adjacent running tunnel.

Description of drawings:

Fig. 1 is construction process figure of the present invention.

Fig. 2 is the present invention's floor map of constructing.

Fig. 3 is the present invention's facade cross-sectional schematic of constructing.

Fig. 4 is construction sequence 1 schematic diagram of the present invention.

Fig. 5 is construction sequence 2 schematic diagrames of the present invention.

Fig. 6 is construction sequence 3 schematic diagrames of the present invention.

Fig. 7 is construction sequence 4 schematic diagrames of the present invention.

Fig. 8 is construction sequence 5 schematic diagrames of the present invention.

Fig. 9 is construction sequence 6 schematic diagrames of the present invention.

Figure 10 is the present invention's completion status schematic diagram of constructing.

The specific embodiment:

Below in conjunction with specific embodiment the present invention is described in further detail.Present embodiment has adopted technical scheme of the present invention to construct, and it has provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.

With certain subway station pit engineering is example, and the North head foundation ditch of this project and No. 2 threaded list track pitches of subway of having runed are from very near, if do not take safeguard measure, then the excavation of foundation pit construction will produce significant impact to the running tunnel of operated subway.This project has adopted the station pit construction method to the adjacent formation of operated subway interval tunnel protection of the present invention to construct; its construction schematic diagram sees also Fig. 2 plan view and Fig. 3 sectional view; diagram running tunnel S1 and S2 No. 2 threaded list roads of subway for having runed; wherein running tunnel S1 and the subway station foundation ditch that will construct is nearest, is 13m.The technological process of this Foundation Pit Construction is seen shown in Figure 1, now in conjunction with Fig. 4-Figure 10 specific operation process is described as follows:

(1) foundation ditch effluxes soil stabilization

Engineering at first AT STATION between foundation ditch and running tunnel S1 and the S2, the outside of station pit carries out soil stabilization, soil stabilization carries out at twice, for the first time earlier between foundation ditch and adjacent running tunnel S1 and S2, oneself apart from 3m place, foundation ditch outer soil mass consolidation laterally, the schematic diagram of this construction sequence is referring to the facade view (following Fig. 5-10 is facade view) of Fig. 4.The thickness of reinforcing that effluxes soil body T1 is 3m for the first time, and its degree of depth surpasses the foundation ditch hole following 4m in the end, and width surpasses the foundation ditch width; This effluxes soil body T1 and reinforces three agitation pile reinforcement process that adopt routine, and the important technological parameters of construction is as follows:

A. stake directly: 650mm

B. stake heart distance: 900mm

C. stake is long: the about 26.5m of the North head well depth

D. perpendicularity deviation :≤1%

E. cement mixed weight: 18%

F. the drilling rod subsidence velocity is not more than 1.0m/min

G. the drilling rod hoisting velocity is not more than 1.5m/min

H. slurry flow: 250~300L/min

I. grout coordinate ratio:

Material Water Cement Specification Tap water 32.5 grades of general silicon Weight ratio ??1.5 ??1

The fastening strength that effluxes soil body T1 satisfies 28 days unconfined compression strengths and is not less than 0.8Mpa.Concrete construction quality index is with reference to Shanghai City " municipal underground engineering construction inspection of quality standard DG/TJ08-2006 ".

After carrying out soil stabilization between foundation ditch and running tunnel S1 and the S2 AT STATION, efflux soil mass consolidation T1 and played buffer action, thereby the construction of diaphragm wall after reducing is to the influence of operated subway interval tunnel S1 and S2.

(2) construction of diaphragm wall

Diaphragm wall is the space enclosing structure of foundation ditch, the diaphragm wall thickness 1m of this project, degree of depth 43.5m.See also Fig. 5, construction of diaphragm wall further takes following measure to reduce the influence of engineering to periphery:

A, shortening framing width, the diaphragm wall Q1 of construction foundation ditch.

The framing width of the diaphragm wall Q1 of close operated subway interval tunnel S1 of this engineering and S2 is about 3m, suitably shorten influence, the landslide of minimizing cell wall that the framing width can effectively utilize soil arching effect, simultaneously because framing shortens, each procedure engineering time also correspondingly shortens, help the stable of grooving, guarantee construction quality.

B, increase are built block wall Q2 foundation ditch are separated into than the zonule.

The block wall Q2 that increases diaphragm wall Q1 makes and is separated into the less foundation ditch of size near the part of runing running tunnel S1 and S2, embodied the thinking that breaks the whole up into parts, thereby increased the rigidity of foundation ditch braced structures, the distortion of diaphragm wall Q1 when having reduced excavation of foundation pit, simultaneously also reduced the influence of excavation of foundation pit, reduced the security risk of excavation of foundation pit adjacent running tunnel S1 and S2.This engineering is located to increase at 3 and has been built block wall Q2 (see figure 5).

C, adjustment mud property are to reduce the danger that diaphragm wall Q1 grooving is caved in the grittiness stratum.

The concrete construction requirement of diaphragm wall is referring to Shanghai City " municipal underground engineering construction inspection of quality standard DG/TJ08-2006 ".

(3) ground stabilization in the hole

The same with common way, this engineering is also reinforced ground in the foundation ditch.See also Fig. 6, the reinforcing scope of ground stabilization soil body D mainly contains two places in the hole: the one, from running tunnel S1 and the corresponding foundation ditch of S2 buried depth in the downward 3m (see figure 3) in position of plate P1, and the contrary downward 3m (see figure 10) in position of building middle plate P2 of following each layer of plate P1 in this foundation ditch, the wide 3m of reinforcing strip, interval 3m; The 2nd, from the downward 4m (see figure 10) of foundation ditch hole end base plate P3.The technology mode that soil body D is reinforced is that the rotary churning pile grid type is reinforced, and fastening strength satisfies 28 days unconfined compression strengths and is not less than 1.2Mpa, and concrete construction requirement is referring to Shanghai City " municipal underground engineering construction inspection of quality standard DG/TJ08-2006 ".

The reinforcing of soil body D is carried out in plate P1, below, P2 position in each, can when soil excavation, play interim supporting role and in contrary building, provide when plate P1, P2 bottom bearing capacity, the reinforcing of soil body D is carried out in below, end base plate P3 position, station pit hole, can play the effect of stablizing and provide bearing capacity of foundation soil in the end, foundation ditch hole.

(4) precipitation well point construction in the hole

See also Fig. 7, the construction of precipitation well point J in the construction of subway foundation pit must be cheated is to eliminate the influence of underground water to engineering.Deep foundation ditch is in case excavation, must guarantee that artesian head reduces certain depth in the foundation ditch, to satisfy the stable requirement of foundation ditch, yet the sedimentation that the artesian water pumping is caused is little unlike excavation, its influence basin will substantially exceed excavation construction itself, that is to say that the sedimentation that the artesian water pumping is caused is the same with excavation of foundation pit, can cause very big influence adjacent running tunnel S1 and S2.For large-scale deep foundation ditch, even take measures such as " precipitation, control precipitation as required ", pump-out also is appreciable, can't avoid the influence to surrounding environment at all, therefore must fundamentally reduce pump-out, dropdown curve is enclosed in the foundation ditch as far as possible.For this requirement, the method that job practices of the present invention is taked to intercept the artesian water supply solves, and comprehensively adopts following obstruct artesian water supply measure that artesian water in the foundation ditch is controlled:

A. the base reinforces, and strengthens thickness of earth covering opposing artesian pressure with artificial diaphragm's water layer;

B. diaphragm wall inserts impervious layer, isolates artesian water fully;

C. strengthen the diaphragm wall insertion depth.

Concrete which kind of measure fibrous root that adopts is considered according to on-site actual situations and in conjunction with combined factors such as investments.

The described engineering of present embodiment adopts foundation ditch subsoil body to reinforce, strengthen thickness of earth covering opposing artesian pressure with artificial diaphragm's water layer, in addition according to the characteristics of engineering location underground artesian water horizontal permeation coefficient much larger than vertical transmission coefficient, the mode that adopts the diaphragm wall Q1 degree of depth to surpass pressure-bearing well point pipe 2m is isolated artesian water, dropdown curve is enclosed in the foundation ditch as far as possible, it is dark to have reduced falling of the outer artesian head of foundation ditch, thereby reduced the settling amount that causes the outer soil body of foundation ditch owing to dewatering confined water, just reduced the settling amount of running tunnel S1 and S2 simultaneously.

(5) the outer interior casting body of foundation ditch is reinforced

After the construction of precipitation well point, carry out the outer soil stabilization of the foundation ditch second time in the hole.See also Fig. 8, reinforcing for the second time is between foundation ditch and adjacent running tunnel S1 and S2, reinforces the soil body that thickness is 3m to the inside apart from 3m place, foundation ditch outer, in fact is exactly to reinforce the soil body T2 that effluxes between soil mass consolidation T1 and the diaphragm wall Q1.The thickness of the interior casting body T2 that reinforces is 3m for the second time, and the degree of depth surpasses the foundation ditch hole following 4m in the end, and its width surpasses the foundation ditch width and the foundation ditch both sides are formed cornerite A (referring to Fig. 2).Should reinforce three agitation pile reinforcement process that can adopt routine or select a spray reinforcement process by interior casting body T2, the described engineering of present embodiment adopts rotary churning pile reinforcement process method, and its major parameter is as follows:

A. stake directly: 1400mm

B. rotary churning pile hole center to center distance:

Shield structure access pitch-row, array pitch are 900mm

C. cement consumption: 550kg/m

D. water under high pressure injection pressure 〉=30Mpa

E. cement grout injection pressure 〉=1Mpa, air pressure is greater than 〉=0.7Mpa

F. slurry flow: 60~80L/min

G. slurries spray drilling rod hoisting velocity: 8~11cm/min

H. grout coordinate ratio:

Title material Water Cement Specification Tap water 32.5 grades of general silicon Weight ratio ??1 ??1

I. become pile verticality≤1%.

The fastening strength of interior casting body T2 satisfies 28 days unconfined compression strengths and is not less than 0.8Mpa, and concrete construction quality index is with reference to Shanghai City " municipal underground engineering construction inspection of quality standard DG/TJ08-2006 ".

After carrying out soil stabilization between foundation ditch and running tunnel S1 and the S2 AT STATION, in row soil mass consolidation T2 and efflux soil mass consolidation T1 and played buffer action jointly, thereby reduce diaphragm wall Q1 grooving and excavation of foundation pit construction to the influence of operated subway interval tunnel S1 and S2.

(6) excavation of foundation pit and structure are returned and are built

Behind the outer soil stabilization of secondary foundation ditch, just to foundation ditch zone excavator body and constructing clearly.In general; foundation pit construction all adopts the contrary technology of building can reduce foundation pit deformation; but can increase excavation of foundation pit and structure returns and builds the duration; and these two is opposite to the influence of runing running tunnel just; and foundation pit construction all adopts along building technology; then can strengthen foundation pit deformation, reduction of erection time, therefore adopt complete contrary building or all-cis building singlely all to protecting surrounding enviroment unfavorable.

Present embodiment adopts described station pit construction method to the adjacent formation of operated subway interval tunnel protection to construct; see also Fig. 9; with adjacent running tunnel S1 and the corresponding foundation ditch of S2 buried depth in adopt reversed Construction Method below the plate P1, with adjacent running tunnel S1 and the corresponding foundation ditch of S2 buried depth in adopt bottom to construct more than the plate P1.See also Figure 10 again, the foundation ditch structure of this project is returned to build by plate P1 in the foundation ditch is progressively contrary downwards and is built, and finishes in the foundation ditch plate P2 until base plate of foundation pit P3; Build by plate P1 in the foundation ditch is upwards progressively suitable, until finishing top board P0.This half contrary construction method of building makes engineering in the reduction of erection time with reduce to obtain between the foundation pit deformation optimal balance point, thereby reduces the influence to adjacent running tunnel S1 and S2 to greatest extent.

In addition, the described engineering of present embodiment has also comprehensively taked following conventional measures to control foundation pit deformation:

A. soil body stability control;

B. cheat inside and outside soil stabilization;

C. deep foundation ditch longitudinal gradient stability control;

D. support system stability control;

E. by " excavation based on space " tissue excavation;

F. strengthen the grand heavy monitoring of stand column pile.

In the implementation process of above-mentioned construction sequence, in order to make subway sectional tunnel S1 and S2 be in the state that is perfectly safe, engineering also is provided with the construction monitoring content, its concrete operations are: in construction overall process, in the position with running tunnel S1 corresponding with the foundation ditch center line and S2 is the center (see figure 2), in the scope of 50m is respectively extended on both sides, the monitoring point is set, the real-time monitoring of state is carried out in vertical sedimentation, horizontal movement and diameter convergence to running tunnel S1 and S2, and according to gained data-guiding foundation pit construction and subway sectional tunnel S1 that has runed and the maintenance of S2.Monitoring adopts automatic monitoring and routine monitoring to combine: the monitoring of electronic horizontal ruler automatic sedimentation is adopted in monitoring automatically; Routine monitoring comprises between station structure vertical sedimentation monitoring, Close Tunnel between vertical sedimentation monitoring, Close Tunnel diameter convergence monitoring between what Close Tunnel of horizontal displacement monitoring.

The monitored data of the described engineering of present embodiment shows; station pit construction method to the adjacent formation of operated subway interval tunnel protection of the present invention has been obtained the excellent protection effect, sedimentation or distortion that adjacent subway sectional tunnel S1 that has runed and S2 exceed standard.

Station pit construction method to the adjacent formation of operated subway interval tunnel protection of the present invention has been taked the integrated protection measure of system in each procedure of construction overall process; played general protection effect, reduced to greatest extent and built of the influence of subway station foundation pit construction adjacent running tunnel to adjacent operated subway interval tunnel.Thereby the normal operation of subway line is guaranteed.

Claims (10)

1, a kind of station pit construction method that adjacent operated subway interval tunnel is formed protection; include in ground stabilization in construction of diaphragm wall, the hole, the hole construction of precipitation well point and excavation of foundation pit and structure and return and build, it is characterized in that: this station pit construction method also comprise foundation ditch efflux soil stabilization and foundation ditch outer in the casting body reinforce.
2; the station pit construction method that adjacent operated subway interval tunnel is formed protection according to claim 1; it is characterized in that: described construction of diaphragm wall increases builds block wall; described excavation of foundation pit and structure are returned to build between adjacent region and are adopted reverse masonry method below the plate in the corresponding foundation ditch of edpth of tunnel; more than adopt bottom to construct; it is between foundation ditch and adjacent running tunnel that described foundation ditch effluxes soil stabilization; apart from the foundation ditch 3m external reinforcement soil body, the reinforcing of casting body was between foundation ditch and adjacent running tunnel in described foundation ditch was outer; soil mass consolidation in the foundation ditch 3m.
3, the station pit construction method to the adjacent formation of operated subway interval tunnel protection according to claim 1 and 2, it is characterized in that: the operation of described station pit construction method includes the following step in regular turn:
(1) foundation ditch effluxes soil stabilization;
(2) construction of diaphragm wall;
(3) ground stabilization in the hole;
(4) precipitation well point construction in the hole;
(5) the outer interior casting body of foundation ditch is reinforced;
(6) excavation of foundation pit and structure are returned and are built.
4, the station pit construction method that adjacent operated subway interval tunnel is formed protection according to claim 3; it is characterized in that: the concrete operations content of described step (1) is: between foundation ditch and adjacent running tunnel, apart from 3m place, foundation ditch outer is the soil body of 3m to external reinforcement thickness; the soil mass consolidation degree of depth surpasses the foundation ditch hole following 4m in the end, and its width surpasses the foundation ditch width.
5, the station pit construction method that adjacent operated subway interval tunnel is formed protection according to claim 3; it is characterized in that: the concrete operations content of described step (2) is: shorten the framing width; build the diaphragm wall of foundation ditch, and increase construction block wall is separated into foundation ditch than the zonule.
6, the station pit construction method that adjacent operated subway interval tunnel is formed protection according to claim 3, it is characterized in that: the concrete operations content of described step (3) is: from the middle plate of the corresponding running tunnel buried depth of foundation ditch and following each layer is contrary build in the downward 3m in position of plate the soil body carried out the rotary churning pile grid type reinforce the wide 3m of reinforcing strip, interval 3m; From the foundation ditch hole downward 4m in the end soil body being carried out the rotary churning pile grid type reinforces.
7, the station pit construction method to the adjacent formation of operated subway interval tunnel protection according to claim 3, it is characterized in that: the concrete operations content of described step (4) is: comprehensively adopt following obstruct artesian water supply measure that artesian water in the foundation ditch is controlled:
A. strengthen thickness of earth covering opposing artesian pressure with artificial diaphragm's water layer;
B. diaphragm wall inserts impervious layer;
C. strengthen the diaphragm wall insertion depth.
8, the station pit construction method that adjacent operated subway interval tunnel is formed protection according to claim 3; it is characterized in that: the concrete operations content of described step (5) is: inwardly reinforcing thickness between foundation ditch and adjacent running tunnel, apart from 3m place, foundation ditch outer is the soil body of 3m; the soil mass consolidation degree of depth surpasses the foundation ditch hole following 4m in the end, and its width surpasses the foundation ditch width and the foundation ditch both sides are formed cornerite.
9, the station pit construction method that adjacent operated subway interval tunnel is formed protection according to claim 3; it is characterized in that: the concrete operations content of described step (6) is: to the clear excavator body in foundation ditch zone; and adjacent region between adopt reversed Construction Method below the plate in the corresponding foundation ditch of edpth of tunnel, and adjacent region between adopt bottom to construct more than the plate in the corresponding foundation ditch of edpth of tunnel.
10, the station pit construction method that adjacent operated subway interval tunnel is formed protection according to claim 1 and 2; it is characterized in that: this station pit construction method also comprises construction monitoring; its concrete operations content is: in the work progress; be that the center is to the left and right in the scope of each 50m with the running tunnel position corresponding with the foundation ditch center line; the vertical sedimentation of running tunnel, horizontal movement and diameter convergence are monitored in real time, and according to the maintenance of gained data-guiding foundation pit construction and running tunnel.
CNA2008100381258A 2008-05-28 2008-05-28 Station pit construction method forming protection for neighboring operated subway interval tunnel CN101280568A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CNA2008100381258A CN101280568A (en) 2008-05-28 2008-05-28 Station pit construction method forming protection for neighboring operated subway interval tunnel

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CNA2008100381258A CN101280568A (en) 2008-05-28 2008-05-28 Station pit construction method forming protection for neighboring operated subway interval tunnel

Publications (1)

Publication Number Publication Date
CN101280568A true CN101280568A (en) 2008-10-08

Family

ID=40013224

Family Applications (1)

Application Number Title Priority Date Filing Date
CNA2008100381258A CN101280568A (en) 2008-05-28 2008-05-28 Station pit construction method forming protection for neighboring operated subway interval tunnel

Country Status (1)

Country Link
CN (1) CN101280568A (en)

Cited By (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101718100B (en) * 2009-11-10 2011-04-13 同济大学建筑设计研究院(集团)有限公司 Underground complex integrally co-constructed implementation design method
CN102061923A (en) * 2010-11-28 2011-05-18 山东科技大学 Tunnel construction method capable of protecting existing building
CN102121253A (en) * 2010-12-21 2011-07-13 上海市第一建筑有限公司 Stepped backfill construction method for overlarge underground structure
CN102345294A (en) * 2010-08-04 2012-02-08 天津一建建筑工程有限公司 Graded dewatering structure for soft-soil foundation deep-pit earthwork excavation
CN102433883A (en) * 2010-09-29 2012-05-02 中国二十冶集团有限公司 Space-time conversion construction method of vertical underground pipe of deep foundation pit
CN102704957A (en) * 2012-05-11 2012-10-03 北京工业大学 Shed-frame method for shallowly burying large-sized underground structure construction
CN102758440A (en) * 2011-04-28 2012-10-31 成都中铁隆工程集团有限公司 Open-cut tunnel construction method
CN102953739A (en) * 2012-10-26 2013-03-06 中铁二十二局集团第六工程有限公司 Bidirectional punching method for underground excavation of subway station
CN103485366A (en) * 2013-09-30 2014-01-01 中铁一局集团有限公司 Safe stress conversion construction method for improvement on main structure of subway station
CN103541371A (en) * 2013-10-30 2014-01-29 北京城建亚泰建设集团有限公司 Bearing platform for heating pipe channels to stride reserved subway station and construction method thereof
CN103590425A (en) * 2013-11-28 2014-02-19 中铁二十局集团第五工程有限公司 Peaty soft soil stratum subway station construction technology
CN103806464A (en) * 2014-01-24 2014-05-21 中铁十二局集团有限公司 Reverse construction method for vertical intersection between large high-speed rail station and subway
CN104047621A (en) * 2013-03-14 2014-09-17 上海市城市建设设计研究总院 Construction method of cross aisle with high cross section under excavation conditions of basement with small clear distance at top
CN106592601A (en) * 2016-12-05 2017-04-26 中建六局土木工程有限公司 Metro-adjacent complex geological environment supporting system construction method
CN108457285A (en) * 2018-01-18 2018-08-28 中厦建设有限公司 A kind of ultra-deep cheats open type precipitation engineering method in hole
CN108532609A (en) * 2018-04-16 2018-09-14 中国铁路设计集团有限公司 A kind of construction time deformation control method close to operational railway traffic tunnel foundation pit

Cited By (24)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101718100B (en) * 2009-11-10 2011-04-13 同济大学建筑设计研究院(集团)有限公司 Underground complex integrally co-constructed implementation design method
CN102345294A (en) * 2010-08-04 2012-02-08 天津一建建筑工程有限公司 Graded dewatering structure for soft-soil foundation deep-pit earthwork excavation
CN102433883A (en) * 2010-09-29 2012-05-02 中国二十冶集团有限公司 Space-time conversion construction method of vertical underground pipe of deep foundation pit
CN102061923B (en) * 2010-11-28 2013-06-05 山东科技大学 Tunnel construction method capable of protecting existing building
CN102061923A (en) * 2010-11-28 2011-05-18 山东科技大学 Tunnel construction method capable of protecting existing building
CN102121253A (en) * 2010-12-21 2011-07-13 上海市第一建筑有限公司 Stepped backfill construction method for overlarge underground structure
CN102758440A (en) * 2011-04-28 2012-10-31 成都中铁隆工程集团有限公司 Open-cut tunnel construction method
CN102704957A (en) * 2012-05-11 2012-10-03 北京工业大学 Shed-frame method for shallowly burying large-sized underground structure construction
CN102704957B (en) * 2012-05-11 2014-05-07 北京工业大学 Shed-frame method for shallowly burying large-sized underground structure construction
CN102953739A (en) * 2012-10-26 2013-03-06 中铁二十二局集团第六工程有限公司 Bidirectional punching method for underground excavation of subway station
CN102953739B (en) * 2012-10-26 2015-05-06 中铁二十二局集团第六工程有限公司 Bidirectional punching method for underground excavation of subway station
CN104047621A (en) * 2013-03-14 2014-09-17 上海市城市建设设计研究总院 Construction method of cross aisle with high cross section under excavation conditions of basement with small clear distance at top
CN104047621B (en) * 2013-03-14 2015-12-23 上海市城市建设设计研究总院 Based on the maximum section of passenger flow adit construction method of top small interval basement excavation condition
CN103485366B (en) * 2013-09-30 2015-05-13 中铁一局集团有限公司 Safe stress conversion construction method for improvement on main structure of subway station
CN103485366A (en) * 2013-09-30 2014-01-01 中铁一局集团有限公司 Safe stress conversion construction method for improvement on main structure of subway station
CN103541371B (en) * 2013-10-30 2015-07-15 北京城建亚泰建设集团有限公司 Bearing platform for heating pipe channels to stride reserved subway station and construction method thereof
CN103541371A (en) * 2013-10-30 2014-01-29 北京城建亚泰建设集团有限公司 Bearing platform for heating pipe channels to stride reserved subway station and construction method thereof
CN103590425A (en) * 2013-11-28 2014-02-19 中铁二十局集团第五工程有限公司 Peaty soft soil stratum subway station construction technology
CN103590425B (en) * 2013-11-28 2015-10-28 中铁二十局集团第五工程有限公司 A kind of Peaty soft soil stratum subway station construction technology
CN103806464A (en) * 2014-01-24 2014-05-21 中铁十二局集团有限公司 Reverse construction method for vertical intersection between large high-speed rail station and subway
CN103806464B (en) * 2014-01-24 2016-03-09 中铁十二局集团有限公司 Large-scale high ferro station and subway cross top-down construction method up and down
CN106592601A (en) * 2016-12-05 2017-04-26 中建六局土木工程有限公司 Metro-adjacent complex geological environment supporting system construction method
CN108457285A (en) * 2018-01-18 2018-08-28 中厦建设有限公司 A kind of ultra-deep cheats open type precipitation engineering method in hole
CN108532609A (en) * 2018-04-16 2018-09-14 中国铁路设计集团有限公司 A kind of construction time deformation control method close to operational railway traffic tunnel foundation pit

Similar Documents

Publication Publication Date Title
CN102758632B (en) Rock stratum double initial support layering method for establishing large-scale underground structure
CN104675403B (en) A kind of underground space construction method and supporting construction
CN100464055C (en) Construction method of shallow buried underground excavating tunnel super large section using PBA method
CN102518135B (en) Horizontal jet grouting soil anchor and castinplace pile Composite Foundation Pit supporting construction engineering method
CN103590425B (en) A kind of Peaty soft soil stratum subway station construction technology
CN104564128B (en) A kind of shallow-depth-excavation tunnel construction deformation monitoring method
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN101914925B (en) Basement by using optimized composite prefabricated arch wall as external wall
CN103741714A (en) Construction method for full cover-excavation reverse method of underground engineering
CN101560770B (en) Novel deep building foundation pit supporting system
CN202707075U (en) Long-span subway station main structure constructed based on column and arch method
CN101440708B (en) PBA shallow buried underground excavating close range large section three-hole separated island type structure construction method
CN103147442B (en) Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method
CN101994513B (en) Method for constructing tunnel by finishing full section curtain grouting from upper-half section
CN102505695B (en) Construction method for deep foundation pit of three-dimensional garage
CN105840207B (en) Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body
CN101139838B (en) Construction method for high artesian area ultra-deep foundation pit
CN105089061B (en) Ultra-deep foundation pit supporting method
CN105464686B (en) Multi-layer underground space curtain posture excavating construction method and supporting construction under existing facility
CN101435198B (en) Deep pit support reinforcing anti-seepage water stop composite structure
CN101338678B (en) Supporting arch hidden digging top-down construction method
CN105421485B (en) Construction method of high-fill prefabricated cast-in-situ combined pile slab wall protection structure
CN102296630A (en) Construction method of long-screw high-pressure mix jetting cement diaphragm wall
CN102182325A (en) Storey adding method for existing building basement with frame structure and independent foundation
CN102704957A (en) Shed-frame method for shallowly burying large-sized underground structure construction

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
WD01 Invention patent application deemed withdrawn after publication

Open date: 20081008

C02 Deemed withdrawal of patent application after publication (patent law 2001)