CN106761782A - A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor - Google Patents
A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor Download PDFInfo
- Publication number
- CN106761782A CN106761782A CN201611257827.6A CN201611257827A CN106761782A CN 106761782 A CN106761782 A CN 106761782A CN 201611257827 A CN201611257827 A CN 201611257827A CN 106761782 A CN106761782 A CN 106761782A
- Authority
- CN
- China
- Prior art keywords
- construction
- dual slurry
- shield
- water
- tunneling construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to technical field of tunnel construction, and in particular to a kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor, comprise the step of：（a）Sondage enters to draw construction parameter；（b）Dual slurry filling system, purging system and blender are configured on shield machine, the blender is used to mix the dual slurry of dual slurry filling system conveying；（c）Determine the match ratio of dual slurry；（d）According to the construction parameter that step a draws, formal shield-tunneling construction is carried out；（e）Using adding water or filling the technique of foam, sediment improvement is carried out, and synchronously carry out dual slurry mortar depositing construction；（f）Consolidation process is carried out to the soil body outside section of jurisdiction in hole.The method is by setting dual slurry filling system, and after being sufficiently mixed to slurries by the blender for setting, it is synchronous by mixed slurry filling to section of jurisdiction behind, make slurries rapid solidification and be rapidly achieved demand intensity, water-stagnating effect is effectively formed, so as to avoid the soil body from being settled in work progress.
Description
Technical field
The present invention relates to technical field of tunnel construction, more particularly to one kind wears operation tunnel under shield in rich water powder land floor
The tunneling construction method in road.
Background technology
In recent years, urban rail transit in China is developed rapidly, during Construction of City Tunnel is carried out, is generally adopted
Carry out tunnel piercing with shield machine, shield layout of roads is due to by urban environment and building the correlative factors such as construction subway line
Influence, newly-built subway line wears construction, easily operation tunnel made under inevitably intersecting with operation tunnel
Into damage, there is the serious accidents such as collapse, settle.In the prior art, not for wearing applying for operation tunnel under this
Work method, the experience accumulation in construction method is concentrated mainly on during common single file constructing tunnel, in common single file tunnel
In road work progress, due to without other tunnels, the influence to adjacent tunnel not being taken into account that in work progress, it is only necessary in examination
Test that section carries out examination tunneling construction and summary draws construction parameter, then arrangement is carried out to construction parameter draw technological parameter.
During formal shield-tunneling construction, constructed according to the technological parameter that draws is summarized, and take the cement mortar to carry out slip casting.
Additionally, under wear operation tunnel in tunneling process, can also pass through various geological environments so that different construction grounds
Section, its geologic structure and condition are also differed, when construction site is rich water silt sandy silt soil stratum, if still taken conventional
Construction method is constructed, then screw machine can occur and gush and shield machine cultivation first order issue, while when slip casting is carried out, slurries expand
Dissipate radius big so that effective slurries injection rate is less than normal, causes grouting amount not full, also, during slip casting, due to slurries not
Energy rapid solidification, it is impossible to which effective sealing, intensity is also unable to reach requirement, these reasons will all cause construction of structures, the construction soil body
The problems such as Deng easily settling, tremendous influence especially can be produced to the tunnel runed, after the completion of Shield Construction Method Used,
Due to being disturbed by tunneling construction, ground also can often larger sedimentation to the soil body occur.Enter in this rich water powder land floor
When operation tunnel construction is worn under row shield, difficulty of construction is very big, it is necessary to simultaneously in the construction of solution rich water silt sandy silt soil stratum
The construction problem of operation tunnel is worn under problem and shield.
The content of the invention
It is an object of the invention to：When operation tunnel tunneling construction is worn under rich water powder land floor carries out shield, due to slurry
Liquid injection rate is small, cannot rapid solidification, cause can not effective sealing, while intensity is also unable to reach requirement, the construction soil body is easy
Settle, huge potential safety hazard is caused to having run tunnel, it is impossible to ensure safety, successfully construct, there is provided one kind is in richness
The tunneling construction method of operation tunnel is worn in water powder land floor under shield, the method is led to by setting dual slurry filling system
Cross after the blender for setting is sufficiently mixed to slurries, it is synchronous by mixed slurry filling to section of jurisdiction behind, make the fast rapid hardening of slurries
Consolidate and be rapidly achieved demand intensity, be effectively formed water-stagnating effect, so as to avoid the soil body occur in work progress sedimentation to having transported
Row tunnel is impacted.
In order to realize foregoing invention purpose, the invention provides following technical scheme：
A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor, comprises the following steps：
A, entered in test section sondage using shield machine, and draw construction parameter；
B, configuration dual slurry filling system, purging system and blender on shield machine, the blender are used to mix described double
The dual slurry of slurry filling system conveying, the dual slurry filling system is comprising the two kinds of slurries for individually storing, described in two kinds
The filling system of energy rapid solidification after slurries mixing；
C, the match ratio for determining dual slurry；
D, the construction parameter drawn according to step a, carry out formal shield-tunneling construction；
E, using adding water or filling the technique of foam, carry out sediment improvement, and synchronously carry out dual slurry mortar depositing construction；
F, consolidation process is carried out to the soil body outside section of jurisdiction in hole.
Aforesaid way is taken, carrying out sondage in test section enters, and construction note and data prison are carried out in examination tunneling process
Survey, so as to arrange draw construction parameter, in formal work progress, shield-tunneling construction is carried out according to the construction parameter for drawing.Due to
In rich water silt sandy silt soil stratum tunneling process, grout spreading range is big, causes effective slurries injection rate less than normal, passes through for shield machine
After the blender of setting is sufficiently mixed to slurries, it is synchronous by mixed slurry filling to section of jurisdiction behind, so as to be effectively improved slag
Soil nature energy, makes grouting amount full substantial, improves slurries injection rate, it is to avoid the soil body occurs the influence such as sedimentation quality, safe problem,
So as to solve the problems, such as that the influence such as damage quality, safety are likely to result on operation tunnel, while using dual slurry slip casting
Mode, predefines the match ratio of dual slurry, and mixes dual slurry by the blender configured on shield machine, carries out biliquid
After slurry mortar depositing construction, slurries rapid solidification, and then demand intensity is reached, water-stagnating effect is played, so as to avoid the soil body from constructing
The problems such as being settled in journey.
Preferably, the construction parameter includes gross thrust, fltting speed, cutter head torque, support pressure and synchronous grouting ginseng
Number, wherein：
Gross thrust is 2200~2500T, and fltting speed is 2.5~3cm/min, 1.8~2.2MNm of cutter head torque, support pressure
2.8~3.2bar, synchronous grouting amount is 4 sides, and grouting pressure is controlled between 3.5~4bar.
During shield-tunneling construction, in strict accordance with construction parameter organizing construction is determined, enter to apply by the sondage in test section
Construction note and data monitoring during work, arrange and summarize and draw construction parameter, in order to ensure safety for tunnel engineering, strictly
Perform above-mentioned construction parameter.Different formation characteristics, construction parameter is different, and construction parameter is directly connected to construction safety
And construction quality, when carrying out shield-tunneling construction in rich water powder land floor, carried out according to above-mentioned construction parameter, can ensure that construction peace
Entirely, while ensureing construction quality.
Preferably, the dual slurry filling system includes cement mortar system and water glass solution system, the dual slurry slip casting
System is respectively alone equipped with corresponding storage sizing device and pumping installations.
The cement mortar system and water glass solution system are delivered in blender by respective pumping installations is filled
Point, uniform mixing, double-liquid grouting system be after two kinds of slurries mixing can rapid solidification filling system, using cement mortar system and
Water glass solution system, after the two is mixed and is carried out slip casting with certain match ratio, can rapid solidification, so as to preferably play sealing
Effect, is equipped with alone storage sizing device and pumping installations respectively, and the slurries that storage sizing device can be good to mixing outside the venue are stored, and make two
Person keeps respective state before mixing in entering blender, is respectively provided with pumping installations, it is ensured that the two is respectively provided with larger pump
Pressurization pressure, be delivered to the slurries stored up in sizing device carries out abundant, uniform mixing respectively in blender.
Preferably, in the step e, dual slurry mortar depositing construction process is comprised the following steps：
E1, respectively mixing cement mortar and water glass solution；
E2, cement mortar and water glass solution metaideophone are entered into respective storage sizing device；
E3, the nominal mix proportion for determining cement mortar and water glass solution, and by respective pumping installations will store up sizing device in
Slurries mix in being filled into blender respectively；
Propulsion slip casting part is provided with e4, blender, using propulsion slip casting part by mixed dual slurry simultaneous implantation pipe
In the soil body on the outside of piece.
Aforesaid way, cement mortar and water glass solution is taken sufficiently and uniformly to mix in blender, by pushing away after mixing
Enter in the soil body injected on the outside of section of jurisdiction after slip casting part, dual-fluid synchronous slip casting system can make section of jurisdiction behind slurries rapid solidification, fast
Speed reaches intensity, and is effectively formed water-stagnating effect, to the effect of front and rear phase soil body settlement Control clearly.
Preferably, the composition of the cement mortar includes cement, flyash and water, and its mixing ratio by weight is 1:1:2.
Preferably, the composition of the water glass solution includes waterglass and water, and its mixing ratio by weight is 1:2.
Preferably, the nominal mix proportion 7 of the cement mortar and water glass solution:1.
The mixing ratio of cement mortar and water glass solution determine the two mixed presetting period and solidification after it is strong
Degree, 7 are set to by its nominal mix proportion:1, make the presetting period of dual slurry be 2 hours, the intensity after dual slurry solidification reaches
1.6MPa, before mortar depositing construction, tests dual slurry match ratio, and pre- according to early stage proportioning test and live adaptation
Dual slurry sample is stayed, the presetting period for determining the dual slurry under this match ratio is 2 hours, the intensity after the solidification of slurries body is about
1.6Mpa, make the dual slurry of perfusion has good self-stability after solidification.
Preferably, in step e, dual slurry mortar depositing construction, the synchronous grouting parameter are carried out according to synchronous grouting parameter
Including slip casting total amount, grouting pressure and synchronous grouting flow, the slip casting total amount is 4m3/ ring, wherein cement mortar 3.5m3/ ring, water
Glass solution 0.5m3/ ring, grouting pressure is 0.35~0.40MPa, when fltting speed is 2.5cm~3cm/min, synchronous grouting
Flow is 38L~45L/min.
Preferably, the mode of the sediment improvement includes foaming agent mode of ameliorating and polymer modified mode.Shield machine exists
Pass through round gravel soil, silt, flour sand etc clay content geology higher, using add water or fill foam quarrel soil improved process,
Good improved effect can be just reached, during practice of construction, should at any time according to native storehouse state, support pressure, quarrel soil nature
The change of shape and geological conditions adjusts foam parameters in time；When shield machine passes through rich water silt, flour sand, round gravel stratum, spiral
Machine is easily gushed, will cause support pressure fluctuation, underground water be lost in serious, face unstability cave in, Stratum Loss excess,
The uppity consequence of amount of being unearthed, in shield machine progradation, can be improved by addition polymerization compound to dregs, generally will
High molecular polymer is configured to the suitable aqueous solution of concentration ratio, and is stirred well to sticky shape, then by solution and dregs with one
Determine volume ratio to inject in native storehouse.
By adding foam and high molecular polymer, dregs performance can be effectively improved, it is ensured that shield machine earth pressure balance, constructed
Cheng Zhong, according to dregs analysis, Monitoring Data, is adjusted, it is ensured that construction safety to foam or polymer parameter in time.
Preferably, in the step f, stayed on section of jurisdiction in hole set injected hole in advance, and slip casting is carried out by injected hole, wrapped
Include following steps：
F1, River Bank Stability is carried out, injecting paste material is cement and water, the weight mix of cement and water is 1:1；
F2, aperture slip casting is carried out, grouting pressure is 0.6~0.8MPa, 1.2~1.5m of grout spreading range, flow rate of grouting control
In 10~20L/min.
Worn under shield after the completion of operated subway construction, operated subway stabilization is ensured to reduce settlement after construction, intend passing through section of jurisdiction
A upper reserved circle injected hole carries out consolidation process to section of jurisdiction top, the operated subway lower section soil body, takes and is set in injected hole
The mode of steel floral tube long carries out slip casting, and soil body unconfined compressive strength meets and requires after grouting and reinforcing.
Compared with prior art, beneficial effects of the present invention：
1st, because shield machine is in rich water silt sandy silt soil stratum tunneling process, grout spreading range is big, causes effective slurries to inject
Amount is less than normal, after being sufficiently mixed to slurries by the blender for setting, it is synchronous by mixed slurry filling to section of jurisdiction behind so that
Dregs performance is effectively improved, makes grouting amount full substantial, improve slurries injection rate, it is to avoid the soil body occurs the influence engineering matter such as sedimentation
The problem of amount, so as to effectively prevent the influence to operation tunnel, while by the way of dual slurry slip casting, predefining double
The nominal mix proportion of slurry, and mix dual slurry by the blender configured on shield machine, carry out dual slurry mortar depositing construction
Afterwards, slurries rapid solidification, and then demand intensity is reached, water-stagnating effect is played, it is heavy so as to avoid the soil body from occurring in work progress
The problem of the influence operation tunnel safety such as drop；
2nd, different formation characteristics, construction parameter is different, and construction parameter is directly connected to construction safety and construction quality,
When carrying out shield-tunneling construction in rich water powder land floor, according to gross thrust be 2200~2500T, fltting speed be 2.5~3cm/
Min, 1.8~2.2MNm of cutter head torque, 2.8~3.2bar of support pressure, synchronous grouting amount 4 side, 3.5~4bar of grouting pressure
Construction parameter is constructed, and can ensure that construction safety, while ensureing construction quality；
3rd, when shield machine passes through rich water silt, flour sand, round gravel stratum, screw machine is easily gushed, and will cause support pressure significantly
Fluctuate, underground water loss is serious, face unstability is caved in, Stratum Loss excess, the uppity consequence of amount of being unearthed, steeped by adding
Foam and high molecular polymer, can be effectively improved dregs performance, it is ensured that shield machine earth pressure balance；
4th, worn under shield after the completion of operated subway construction, operated subway stabilization is ensured to reduce settlement after construction, intended by section of jurisdiction
A reserved circle injected hole carries out consolidation process to section of jurisdiction top, the operated subway lower section soil body, takes and length is set in injected hole
The mode of steel floral tube carries out slip casting, and soil body unconfined compressive strength meets and requires after grouting and reinforcing.
Brief description of the drawings：
Fig. 1 is the flow chart of the tunneling construction method that the present invention wears operation tunnel under shield in rich water powder land floor.
Fig. 2 is the structural representation of dual slurry mortar depositing construction.
Fig. 3 is the structural representation that polymer modified mode improves dregs.
Fig. 4 is the layout drawing that injected hole is laid in section of jurisdiction.
The flow chart of Fig. 5 dual slurry mortar depositing constructions.
Fig. 6 is the flow chart of soil stabilization construction outside section of jurisdiction in hole.
Marked in figure：1- shield machines, 101- cutterheads, 102- Tu Cang, 103- carrying walls, 2- dual slurry filling systems, 21- water
Glass solution system, 22- cement mortar systems, 3- blenders, 4- sections of jurisdiction, 5- ball valves, 6- giants, 7- aqueous solutions of polymers dress
Put, 8- injected holes, α-adjacent injected hole angle.
Specific embodiment
With reference to test example and specific embodiment, the present invention is described in further detail.But this should not be understood
For the scope of above-mentioned theme of the invention is only limitted to following embodiment, all technologies realized based on present invention belong to this
The scope of invention.
Embodiment
As shown in figure 1, the tunneling construction method of operation tunnel is worn under shield in rich water powder land floor, including following step
Suddenly：
A, entered in test section sondage using shield machine, and draw construction parameter；
B, configuration dual slurry filling system, purging system and blender on shield machine, the blender are used to mix described double
The dual slurry of slurry filling system conveying, the dual slurry filling system is comprising the two kinds of slurries for individually storing, described in two kinds
The filling system of energy rapid solidification after slurries mixing；
C, the match ratio for determining dual slurry；
D, the construction parameter drawn according to step a, carry out formal shield-tunneling construction；
E, using adding water or filling the technique of foam, carry out sediment improvement, and synchronously carry out dual slurry mortar depositing construction；
F, consolidation process is carried out to the soil body outside section of jurisdiction in hole.
Aforesaid way is taken, carrying out sondage in test section enters, and construction note and data prison are carried out in examination tunneling process
Survey, so as to arrange draw construction parameter, in formal work progress, shield-tunneling construction is carried out according to the construction parameter for drawing.Due to
In rich water silt sandy silt soil stratum tunneling process, grout spreading range is big, causes effective slurries injection rate less than normal, passes through for shield machine
After the blender of setting is sufficiently mixed to slurries, it is synchronous by mixed slurry filling to section of jurisdiction behind, so as to be effectively improved slag
Soil nature energy, makes grouting amount full substantial, improves slurries injection rate, it is to avoid the soil body occurs the problem of the influence construction quality such as sedimentation,
So that it is guaranteed that the safety of operation tunnel, by the way of dual slurry slip casting, predefines the match ratio of dual slurry, and by matching somebody with somebody
Putting the blender on shield machine mixes dual slurry, after carrying out dual slurry mortar depositing construction, slurries rapid solidification, and then reach need
Intensity is sought, water-stagnating effect is played, the problems such as so as to avoid the soil body from being settled in work progress, caused to operation tunnel
Influence.
Construction parameter includes gross thrust, fltting speed, cutter head torque, support pressure and synchronous grouting parameter, wherein, always push away
Power be 2200~2500T, fltting speed be 2.5~3cm/min, 1.8~2.2MNm of cutter head torque, support pressure 2.8~
3.2bar, synchronous grouting amount is 4 sides, and grouting pressure is controlled between 3.5~4bar.
During shield-tunneling construction, in strict accordance with construction parameter organizing construction is determined, enter to apply by the sondage in test section
Construction note and data monitoring during work, arrange and summarize and draw construction parameter, in order to ensure safety for tunnel engineering, strictly
Perform above-mentioned construction parameter.Different formation characteristics, construction parameter is different, and construction parameter is directly connected to construction safety
And construction quality, when carrying out shield-tunneling construction in rich water powder land floor, carried out according to above-mentioned construction parameter, can ensure that construction peace
Entirely, while ensureing construction quality.
As shown in Fig. 2 dual slurry mortar depositing construction system is included in the shield machine 1 of tunnel front propulsion, the afterbody of shield machine 1
Equipped with blender 3, also including the dual slurry filling system 2 being placed on tunnel duct piece 4, dual slurry filling system 2 includes water
Mud system 22 and water glass solution system 21, the dual slurry filling system 2 respectively alone equipped with it is corresponding storage sizing device and
Pumping installations, cement mortar system 22 and water glass solution system 21 are delivered in blender 3 by respective pumping installations and carried out
Fully, uniform mixing, mixed slurries are in the outside of injection section of jurisdiction 4.
Double-liquid grouting system 2 is the filling system of energy rapid solidification after two kinds of slurries mixing, using the He of cement mortar system 22
Water glass solution system 21, after the two is mixed and is carried out slip casting with certain match ratio, can rapid solidification, so as to preferably play only
Water is acted on, and is equipped with storage sizing device and pumping installations alone respectively, and the slurries that storage sizing device can be good to mixing outside the venue are stored, made
The two keeps respective state before mixing in entering blender, is respectively provided with pumping installations, it is ensured that the two is respectively provided with larger
Pumping pressure, be delivered to the slurries stored up in sizing device carries out abundant, uniform mixing respectively in blender.
As shown in figure 5, when dual slurry mortar depositing construction process is carried out, being operated according to following operating procedure：
E1, outside the venue respectively mixing cement mortar and water glass solution；
E2, by the good cement mortar of mixing and water glass solution transport to shield driving scene；
E3, Kaplan is carried out to cement mortar and water glass solution, its metaideophone is entered respective storage sizing device；
E4, the match ratio for determining cement mortar and water glass solution, and respectively entered slurry filling by respective storage sizing device mixed
Mix in clutch；
Propulsion slip casting part is provided with e5, blender, mixed dual slurry is passed through into slip casting system using propulsion slip casting part
In the soil body on the outside of simultaneous implantation section of jurisdiction in road under the overall leadership；
E6, cleaning filling system pipeline, and repeat step c5 into subsequent cycle construct.
Aforesaid way, cement mortar and water glass solution is taken sufficiently and uniformly to mix in blender, by pushing away after mixing
Enter in the soil body injected on the outside of section of jurisdiction after slip casting part, dual-fluid synchronous slip casting system can make section of jurisdiction behind slurries rapid solidification, fast
Speed reaches intensity, and is effectively formed water-stagnating effect, to the effect of front and rear phase soil body settlement Control clearly.
The composition of cement mortar includes cement, flyash and water, and its mixing ratio by weight is 1:1:2.
The composition of water glass solution includes waterglass and water, and its mixing ratio by weight is 1:2.
The nominal mix proportion 7 of cement mortar and water glass solution:1.
The mixing ratio of cement mortar and water glass solution determine the two mixed presetting period and solidification after it is strong
Degree, 7 are set to by its nominal mix proportion:1, make the presetting period of dual slurry be 2 hours, the intensity after dual slurry solidification reaches
1.6MPa, before mortar depositing construction, tests dual slurry match ratio, and pre- according to early stage proportioning test and live adaptation
Dual slurry sample is stayed, the presetting period for determining the dual slurry under this match ratio is 2 hours, the intensity after the solidification of slurries body is about
1.6Mpa, make the dual slurry of perfusion has good self-stability after solidification.
In step e, dual slurry mortar depositing construction is carried out according to synchronous grouting parameter, the synchronous grouting parameter includes slip casting
Total amount, grouting pressure and synchronous grouting flow, the slip casting total amount are 4m3/ ring, wherein cement mortar 3.5m3/ ring, water glass solution
0.5m3/ ring, grouting pressure is 0.35~0.40MPa, and when fltting speed is 2.5cm~3cm/min, synchronous grouting flow is 38L
~45L/min.
The mode of sediment improvement includes foaming agent mode of ameliorating and polymer modified mode, shield machine pass through round gravel soil,
Silt, flour sand etc clay content geology higher, using add water or fill foam quarrel soil improved process, it is possible to reach good
Good improved effect, during practice of construction, should at any time according to native storehouse state, support pressure, quarrel soil nature shape and geological conditions
Change adjust foam parameters in time, when shield machine pass through rich water silt, flour sand, round gravel stratum when, screw machine is easily gushed, will
Cause support pressure fluctuation, underground water be lost in serious, face unstability cave in, Stratum Loss excess, amount of being unearthed it is not easily-controllable
The consequence of system, in shield machine progradation, can be improved, generally by high molecular polymer by addition polymerization compound to dregs
The suitable aqueous solution of concentration ratio is configured to, and is stirred well to sticky shape, then solution and dregs are noted with certain volume ratio
Bury in storehouse.
As shown in figure 3, when dregs is improved using polymer modified mode, high molecular polymer is loaded into polymer water-soluble
In liquid device 7, charging line is set on aqueous solutions of polymers device 7, high molecular polymer is added to by Tu Cang by pipeline
In 102, make the cutterhead 101 of shield machine during tunneling forward, by toward adding foam and high molecular polymer in soil storehouse 102
Improve dregs performance, make shield machine soil pressure keep balance, prevent shield machine plant head problem, charging line one end be polymerized
The water-soluble liquid device 7 of thing is connected, and the other end leads in native storehouse 102 by ball valve 5, and ball valve 5 is arranged on the carrying wall 103 in native storehouse 102
On, giant 6 is there also is provided on charging line, polymer is buried in storehouse 102 with elevated pressures injection.
By adding foam and high molecular polymer, dregs performance can be effectively improved, it is ensured that shield machine earth pressure balance, constructed
Cheng Zhong, according to dregs analysis, Monitoring Data, is adjusted, it is ensured that construction safety to foam or polymer parameter in time.
When the soil body carries out consolidation process outside section of jurisdiction in hole, stayed on section of jurisdiction in hole set injected hole in advance, and by note
Slurry hole carries out slip casting, is reinforced the soil body.As shown in fig. 6, the strengthening construction process of the soil body is in the steps below outside section of jurisdiction in hole
Carry out, including：
F1, slip casting preparation is carried out, including determine hole position, dredge preformed hole, slotting Grouting Pipe of shaking and lay blowout hookup；
F2, River Bank Stability is carried out, injecting paste material is cement and water, and the ratio of mud is 1:1；
F3, aperture slip casting is carried out, grouting pressure is 0.6~0.8MPa, 1.2~1.5m of grout spreading range, flow rate of grouting control
In 10~20L/min；
After the completion of f4, slip casting, closed orifices；
F5, grouting pipeline displacement, carry out section of jurisdiction grouting and reinforcing in next hole.
As shown in figure 4, the injected hole 8 of section of jurisdiction 4 is uniformly stayed along the inwall of section of jurisdiction 4 and set in hole, in the present embodiment, 16 are arranged altogether
Individual injected hole 8, makes adjacent injected hole angle α for 22.5 degree, and the adjacent injected hole angle is two neighboring injected hole 8 and section of jurisdiction
The line angle at center.
Worn under shield after the completion of operated subway construction, operated subway stabilization is ensured to reduce settlement after construction, intend passing through section of jurisdiction
A upper reserved circle injected hole carries out consolidation process to section of jurisdiction top, the operated subway lower section soil body, takes and is set in injected hole
The mode of steel floral tube long carries out slip casting, and soil body unconfined compressive strength meets and requires after grouting and reinforcing.
The tunneling construction method that operation tunnel is worn under shield in rich water powder land floor of this implementation takes dual slurry slip casting
System carries out slip casting, solves grout spreading range greatly, effective slurries injection rate problem less than normal, by the blender pair for setting
After slurries are sufficiently mixed, it is synchronous by mixed slurry filling to section of jurisdiction behind, so as to be effectively improved dregs performance, make grouting amount
It is full to enrich, slurries injection rate is improved, it is to avoid the soil body occurs the problem of the influence construction quality such as sedimentation, while being noted using dual slurry
The mode of slurry, predefines the nominal mix proportion of dual slurry, and mixes dual slurry by the blender configured on shield machine,
After carrying out dual slurry mortar depositing construction, slurries rapid solidification, and then demand intensity is reached, water-stagnating effect is played, so as to avoid the soil body
The problems such as being settled in work progress.
Claims (10)
1. a kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor, it is characterised in that including following
Step：
A, entered in test section sondage using shield machine, and draw construction parameter；
B, configuration dual slurry filling system, purging system and blender on shield machine, the blender are used to mix described double
The dual slurry of slurry filling system conveying, the dual slurry filling system is comprising the two kinds of slurries for individually storing, described in two kinds
The filling system of energy rapid solidification after slurries mixing；
C, the match ratio for determining dual slurry；
D, the construction parameter drawn according to step a, carry out formal shield-tunneling construction；
E, using adding water or filling the technique of foam, carry out sediment improvement, and synchronously carry out dual slurry mortar depositing construction；
F, consolidation process is carried out to the soil body outside section of jurisdiction in hole.
2. the tunneling construction method for wearing operation tunnel under shield in rich water powder land floor according to claim 1, it is special
Levy and be, the construction parameter includes gross thrust, fltting speed, cutter head torque, support pressure and synchronous grouting parameter, wherein：
Gross thrust is 2200~2500T, and fltting speed is 2.5~3cm/min, 1.8~2.2MNm of cutter head torque, support pressure
2.8~3.2bar, synchronous grouting amount is 4 sides, and grouting pressure is controlled between 3.5~4bar.
3. the tunneling construction method for wearing operation tunnel under shield in rich water powder land floor according to claim 2, it is special
Levy and be, the dual slurry filling system includes cement mortar system and water glass solution system, dual slurry filling system difference
Alone equipped with corresponding storage sizing device and pumping installations.
4. the tunneling construction method for wearing operation tunnel under shield in rich water powder land floor according to claim 3, it is special
Levy and be, in the step e, dual slurry mortar depositing construction process is comprised the following steps：
E1, respectively mixing cement mortar and water glass solution；
E2, cement mortar and water glass solution metaideophone are entered into respective storage sizing device；
E3, the nominal mix proportion for determining cement mortar and water glass solution, and by respective pumping installations will store up sizing device in
Slurries mix in being filled into blender respectively；
Propulsion slip casting part is provided with e4, blender, using propulsion slip casting part by mixed dual slurry simultaneous implantation pipe
In the soil body on the outside of piece.
5. the tunneling construction method for wearing operation tunnel under shield in rich water powder land floor according to claim 3, it is special
Levy and be, the composition of the cement mortar includes cement, flyash and water, and its mixing ratio by weight is 1:1:2.
6. the tunneling construction method for wearing operation tunnel under shield in rich water powder land floor according to claim 3, it is special
Levy and be, the composition of the water glass solution includes waterglass and water, and its mixing ratio by weight is 1:2.
7. the tunneling construction method for wearing operation tunnel under shield in rich water powder land floor according to claim 4, it is special
Levy and be, the nominal mix proportion 7 of the cement mortar and water glass solution:1.
8. according to the tunneling construction side that operation tunnel is worn under shield in rich water powder land floor that one of claim 1-7 is described
Method, it is characterised in that in step e, dual slurry mortar depositing construction, the synchronous grouting parameter bag are carried out according to synchronous grouting parameter
Slip casting total amount, grouting pressure and synchronous grouting flow are included, the slip casting total amount is 4m3/ ring, wherein cement mortar 3.5m3/ ring, water glass
Glass solution 0.5m3/ ring, grouting pressure is 0.35~0.40MPa, when fltting speed is 2.5cm~3cm/min, synchronous grouting stream
It is 38L~45L/min to measure.
9. according to the tunneling construction side that operation tunnel is worn under shield in rich water powder land floor that one of claim 1-7 is described
Method, it is characterised in that the mode of the sediment improvement includes foaming agent mode of ameliorating and polymer modified mode.
10. according to the tunneling construction side that operation tunnel is worn under shield in rich water powder land floor that one of claim 1-7 is described
Method, it is characterised in that in the step f, stays on section of jurisdiction in hole set injected hole in advance, and carries out slip casting by injected hole, bag
Include following steps：
F1, River Bank Stability is carried out, injecting paste material is cement and water, the weight mix of cement and water is 1:1；
F2, aperture slip casting is carried out, grouting pressure is 0.6~0.8MPa, 1.2~1.5m of grout spreading range, flow rate of grouting control
In 10~20L/min.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611257827.6A CN106761782A (en) | 2016-12-30 | 2016-12-30 | A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611257827.6A CN106761782A (en) | 2016-12-30 | 2016-12-30 | A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106761782A true CN106761782A (en) | 2017-05-31 |
Family
ID=58953699
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611257827.6A Pending CN106761782A (en) | 2016-12-30 | 2016-12-30 | A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106761782A (en) |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107642364A (en) * | 2017-09-12 | 2018-01-30 | 粤水电轨道交通建设有限公司 | Tunneling boring mud jacking shield construction method in rich water rock stratum under sensitivity building |
| CN108222954A (en) * | 2017-12-14 | 2018-06-29 | 上海隧道工程有限公司 | The construction method of shield crossing sand material back filled region |
| CN108412517A (en) * | 2018-02-24 | 2018-08-17 | 北京交通大学 | Synchronous grouting device and method for water rich strata shield lower slope section driving |
| CN108643929A (en) * | 2018-05-04 | 2018-10-12 | 中铁十二局集团有限公司 | A kind of compound stratum shield sediment improvement construction system and its construction method |
| CN108716405A (en) * | 2018-05-22 | 2018-10-30 | 中铁十局集团青岛工程有限公司 | Constructing tunnel dual slurry grouting construction method |
| CN111335903A (en) * | 2020-04-26 | 2020-06-26 | 粤水电轨道交通建设有限公司 | Construction method for penetrating dense building group downwards in stratum of joint zone |
| CN111734444A (en) * | 2020-07-31 | 2020-10-02 | 中铁二十局集团第五工程有限公司 | Construction method of shield segment grouting reinforcement structure close to existing line |
| CN112065416A (en) * | 2020-10-24 | 2020-12-11 | 中铁一局集团有限公司 | Construction method for vertical deviation correction in shield tunneling |
| CN112647974A (en) * | 2020-12-22 | 2021-04-13 | 湖北省大唐安盛建筑工程有限公司 | Tunnel construction grouting process method |
| CN112723836A (en) * | 2021-02-03 | 2021-04-30 | 中国矿业大学(北京) | Shield excavation gap synchronous grouting slurry for water-rich silty soil stratum |
| CN112830757A (en) * | 2021-02-07 | 2021-05-25 | 山东省路桥集团有限公司 | Modified sodium silicate quick-setting material and preparation method |
| CN113153322A (en) * | 2021-04-01 | 2021-07-23 | 中铁七局集团郑州工程有限公司 | Shield horizontal freezing starting construction method under existing operation subway |
| CN113374485A (en) * | 2021-06-28 | 2021-09-10 | 中铁(上海)投资集团有限公司 | Shield grouting method based on shield muck improvement under water-rich sand layer condition |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102080548A (en) * | 2010-12-29 | 2011-06-01 | 上海隧道工程股份有限公司 | Construction method of tunnel to cross airport runway by shield method |
| CN102312673A (en) * | 2010-07-09 | 2012-01-11 | 上海市基础工程有限公司 | Construction method for allowing shield to pass through operated subway tunnel in short distance under complex working conditions |
| CN203961994U (en) * | 2014-07-17 | 2014-11-26 | 中铁十一局集团城市轨道工程有限公司 | Under balancing earth-pressure shielding machine, wear the concealed tunneling structure of having runed shield tunnel |
| CN104265307A (en) * | 2014-08-19 | 2015-01-07 | 山东大学 | Non-uniform-hardness stratum earth pressure balance shield tunnel underpassing railway existing line construction method |
| CN205477628U (en) * | 2015-10-28 | 2016-08-17 | 广州建恒机电设备安装有限公司 | Biliquid thick liquid device is annotated in step in shield driving |
-
2016
- 2016-12-30 CN CN201611257827.6A patent/CN106761782A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102312673A (en) * | 2010-07-09 | 2012-01-11 | 上海市基础工程有限公司 | Construction method for allowing shield to pass through operated subway tunnel in short distance under complex working conditions |
| CN102080548A (en) * | 2010-12-29 | 2011-06-01 | 上海隧道工程股份有限公司 | Construction method of tunnel to cross airport runway by shield method |
| CN203961994U (en) * | 2014-07-17 | 2014-11-26 | 中铁十一局集团城市轨道工程有限公司 | Under balancing earth-pressure shielding machine, wear the concealed tunneling structure of having runed shield tunnel |
| CN104265307A (en) * | 2014-08-19 | 2015-01-07 | 山东大学 | Non-uniform-hardness stratum earth pressure balance shield tunnel underpassing railway existing line construction method |
| CN205477628U (en) * | 2015-10-28 | 2016-08-17 | 广州建恒机电设备安装有限公司 | Biliquid thick liquid device is annotated in step in shield driving |
Non-Patent Citations (3)
| Title |
|---|
| 卿三惠等: "《隧道及地铁工程 第2版》", 31 October 2013, 中国铁道出版社 * |
| 陈湘生等: "《复杂环境下盾构下穿运营隧道综合技术》", 31 March 2011, 中国铁道出版社 * |
| 雷升祥等: "《综合管廊与管道盾构》", 31 July 2015, 中国铁道出版社 * |
Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107642364A (en) * | 2017-09-12 | 2018-01-30 | 粤水电轨道交通建设有限公司 | Tunneling boring mud jacking shield construction method in rich water rock stratum under sensitivity building |
| CN107642364B (en) * | 2017-09-12 | 2019-05-17 | 粤水电轨道交通建设有限公司 | Tunneling boring mud jacking shield construction method in rich water rock stratum under sensitivity building |
| CN108222954A (en) * | 2017-12-14 | 2018-06-29 | 上海隧道工程有限公司 | The construction method of shield crossing sand material back filled region |
| CN108222954B (en) * | 2017-12-14 | 2020-05-05 | 上海隧道工程有限公司 | Construction method for shield to penetrate through sandstone material backfill area |
| CN108412517A (en) * | 2018-02-24 | 2018-08-17 | 北京交通大学 | Synchronous grouting device and method for water rich strata shield lower slope section driving |
| CN108643929A (en) * | 2018-05-04 | 2018-10-12 | 中铁十二局集团有限公司 | A kind of compound stratum shield sediment improvement construction system and its construction method |
| CN108716405A (en) * | 2018-05-22 | 2018-10-30 | 中铁十局集团青岛工程有限公司 | Constructing tunnel dual slurry grouting construction method |
| CN108716405B (en) * | 2018-05-22 | 2019-10-25 | 中铁十局集团青岛工程有限公司 | Constructing tunnel dual slurry grouting construction method |
| CN111335903A (en) * | 2020-04-26 | 2020-06-26 | 粤水电轨道交通建设有限公司 | Construction method for penetrating dense building group downwards in stratum of joint zone |
| CN111734444A (en) * | 2020-07-31 | 2020-10-02 | 中铁二十局集团第五工程有限公司 | Construction method of shield segment grouting reinforcement structure close to existing line |
| CN112065416A (en) * | 2020-10-24 | 2020-12-11 | 中铁一局集团有限公司 | Construction method for vertical deviation correction in shield tunneling |
| CN112065416B (en) * | 2020-10-24 | 2023-08-22 | 中铁一局集团有限公司 | Construction method for vertical deviation correction of shield tunneling |
| CN112647974A (en) * | 2020-12-22 | 2021-04-13 | 湖北省大唐安盛建筑工程有限公司 | Tunnel construction grouting process method |
| CN112723836A (en) * | 2021-02-03 | 2021-04-30 | 中国矿业大学(北京) | Shield excavation gap synchronous grouting slurry for water-rich silty soil stratum |
| CN112830757A (en) * | 2021-02-07 | 2021-05-25 | 山东省路桥集团有限公司 | Modified sodium silicate quick-setting material and preparation method |
| CN113153322A (en) * | 2021-04-01 | 2021-07-23 | 中铁七局集团郑州工程有限公司 | Shield horizontal freezing starting construction method under existing operation subway |
| CN113153322B (en) * | 2021-04-01 | 2024-02-23 | 中铁七局集团郑州工程有限公司 | Shield horizontal freezing originating construction method under existing operation subway |
| CN113374485A (en) * | 2021-06-28 | 2021-09-10 | 中铁(上海)投资集团有限公司 | Shield grouting method based on shield muck improvement under water-rich sand layer condition |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106761782A (en) | A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor | |
| CN107842374B (en) | The novel inert slurry of shield and combination grouting process for upper soft lower hard water rich strata | |
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN105804761B (en) | Construction method suitable for liquefied sand stratum shield near-distance passing through building | |
| CN104265307B (en) | Non-uniform-hardness stratum earth pressure balance shield tunnel underpassing railway existing line construction method | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN103899323B (en) | A kind of construction method of shield crossing rail yard | |
| CN102146679B (en) | Construction method for complex geological section earth pressure balance shield passing middle air shaft | |
| CN109594990B (en) | Large-section jacking pipe construction method for complex stratum | |
| CN108708743B (en) | Method for treating tunnel collapse by grouting | |
| CN104453946B (en) | Advanced reinforcing construction method for building tunnel in soft surrounding rock | |
| CN106499399A (en) | A kind of Shield Construction Method Used method of overlapping tunnel in rich water powder land floor | |
| CN110924967B (en) | Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum | |
| CN103306684A (en) | Process for grouting on back of shield segment | |
| CN107339108B (en) | Construction method of subway tube shed in sandy area with enriched groundwater | |
| CN103790592A (en) | End soil mass reinforcement system and method | |
| CN101793154A (en) | Method for grouting for stopping up water by using geological parameters of tunnel surrounding rocks and setting relief holes | |
| CN110130936B (en) | Construction method for sudden encountering untreated karst cave or crack in shield tunneling process | |
| CN109736815A (en) | Grouting serous fluid and grouting process for subway tunnel tunneling water sealing consolidation | |
| CN110578525A (en) | micro-disturbance construction method for crossing operation subway tunnel by overlapping shield tunnel | |
| CN102337732A (en) | Seawall construction method with top pipes penetrating through block stone | |
| CN108265706A (en) | Engineering pile in karst cave geology and pile forming process | |
| CN105064335A (en) | Ultrahigh pressure rotary jet grouting method suitable for sandy cobble stratum shield end well reinforcement | |
| CN114198124A (en) | Construction method for grouting and water plugging of roof fall area of inclined shaft of coal mine | |
| CN103696416A (en) | Novel foundation treatment method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB02 | Change of applicant information | ||
| CB02 | Change of applicant information |
Address after: Jinniu District Kam Tong Road Chengdu city Sichuan province 610031 No. 16 Applicant after: China Railway Second Bureau Construction Co.,Ltd. Address before: Jinniu District Kam Tong Road Chengdu city Sichuan province 610031 No. 16 Applicant before: CHINA RAILWAY NO.2 ENGINEERING GROUP Co.,Ltd. |
|
| TA01 | Transfer of patent application right | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20190801 Address after: Jinniu District Kam Tong Road Chengdu city Sichuan province 610031 No. 16 Applicant after: CHINA RAILWAY NO.2 ENGINEERING GROUP Co.,Ltd. Address before: Jinniu District Kam Tong Road Chengdu city Sichuan province 610031 No. 16 Applicant before: China Railway Second Bureau Construction Co.,Ltd. |
|
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170531 |