CN109681236A - Big cross section water-rich sand layer shield driving synchronous grouting method - Google Patents
Big cross section water-rich sand layer shield driving synchronous grouting method Download PDFInfo
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- CN109681236A CN109681236A CN201811561141.5A CN201811561141A CN109681236A CN 109681236 A CN109681236 A CN 109681236A CN 201811561141 A CN201811561141 A CN 201811561141A CN 109681236 A CN109681236 A CN 109681236A
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- sand layer
- water
- synchronous grouting
- rich sand
- big cross
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—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
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
- C04B28/04—Portland cements
-
- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Chemical & Material Sciences (AREA)
- Structural Engineering (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Ceramic Engineering (AREA)
- Architecture (AREA)
- Inorganic Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Civil Engineering (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of big cross section water-rich sand layer shield driving synchronous grouting methods, will be among the annular gap between slurries simultaneous implantation section of jurisdiction and excavation barrel by synchronous grouting system while shield machine tunnels forward.By Optimizing construction technical solution, grouting serous fluid configuration is adjusted, the construction of earth's surface rotary jet grouting is eliminated and is changed to synchronous grouting method in tunnel, to accelerate synchronous grouting rate of set, shorten setting time, strengthen slurry intensity.For water-rich sand layer stratum, it is filled with the gap of shield tail building in time with slurries, supports section of jurisdiction surrounding rock body, effective solution ground settlement excessive problem.By addition additive on the basis of traditional shield synchronization slip casting, redistribution combines the simultaneous grouting slurry of this engineering geological condition, enhances the waterproof ability in tunnel, improves the stability of water-rich sand layer consolidation.
Description
Technical field
The invention belongs to subway shield tunnel construction technical field, in particular to a kind of big cross section water-rich sand layer shield driving is synchronous
Grouting method.
Background technique
With comprehensive development that the large-scale development & construction in China city and urban track traffic are constructed, it is limited by old city
The various buildings in area, pipeline do not form the status of crossings on different level, rational deployment, and underground construction necessarily causes the works of ground
It influences, especially shield-tunneling construction passes through water-rich sand layer stratum, synchronous in the case that earth's surface routinely cannot carry out pre-pouring grout consolidation
Slip casting construction method has a very important role to the stability of shield tunnel in the construction process is improved.
In the subway engineering accepted, section shield overall length 1948m, wherein there is 284m to pass through big cross section rich water sand
Layer, level of ground water is high, and hydraulic pressure is big, and affiliated area layer of sand infiltration coefficient is 35m/d, belongs to unfavorable geology and prime risk stratum,
It is a very hang-up how for similar engineering progress mortar depositing construction.
Summary of the invention
It is an object of the invention to: a kind of water-rich sand layer shield driving synchronous grouting engineering method is provided, big cross section is suitable for
The shield-tunneling construction of water-rich sand layer can be shortened the construction period substantially, and effectively save construction cost.
The technical solution of the technology of the present invention is achieved in that a kind of big cross section water-rich sand layer shield driving synchronous grouting side
Method by slurries simultaneous implantation section of jurisdiction and is excavated between barrel while shield machine tunnels forward by synchronous grouting system
Among annular gap.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, the mass percent of the mortar
Are as follows: 9% cement, 19.5 flyash, 3.2% bentonite, 23.6% water, surplus are sandstone.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, injected hole are provided with 4-8, and
The upper and lower part of the central horizontal cut-off rule in tunnel section is evenly arranged respectively.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, the note of the horizontal division line lower part
Starch the slip casting hole number that hole number is more than top.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, the grouting pressure of injected hole take 1.1-
1.2 times of static Water And Earth Pressures, while keeping grouting pressure between 0.25-0.3MPa.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, the note of the horizontal division line lower part
The grouting pressure for starching hole is greater than the grouting pressure of top injected hole.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, the gel time control of the slurries
At 5-6 hours, and in shield launching and section is reached, the gel time for controlling slurries was controlled at 4-4.5 hours.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, slurry consistency 8-12s, slurries
Isolation rate is less than 5%.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, if there are leaks after synchronous grouting
Operating condition should then carry out remedial cementing-waterglass dual slurry.Specifically, cement model P.O42.5, cement grout waterglass Baume
It spends stoste and is not less than 35Be, carry out according to cement and water glass solution 1:1 with taking, setting time 45s, water glass solution is according to solidifying
Knot and time accordingly adjust the ratio of waterglass stoste and water, and grouting pressure is set as 0.2-0.4MPa.
Big cross section water-rich sand layer shield driving synchronous grouting method of the present invention, the induration 7 formed by slip casting
Its intensity is not less than 0.5MPa, and intensity is not less than 5MPa within 28 days.Slurries calculus rate is greater than 95%, i.e. consolidation shrinking percentage is less than 5%.
Technical effect of the invention are as follows: by Optimizing construction technical solution, adjust grouting serous fluid configuration, eliminate earth's surface rotation
Preventing slurry injection constructs and is changed to synchronous grouting method in tunnel, to accelerate synchronous grouting rate of set, shortens setting time,
Strengthen slurry intensity
For water-rich sand layer stratum, it is filled with the gap of shield tail building in time with slurries, obtains section of jurisdiction surrounding rock body
Support, effective solution ground settlement excessive problem.
By addition additive on the basis of traditional shield synchronization slip casting, redistribution combines this engineering geological condition
Simultaneous grouting slurry enhances the waterproof ability in tunnel, improves the stability of water-rich sand layer consolidation.
With synchronous grouting instead of the construction technology of traditional water-rich sand layer earth's surface rotary jet strengthening, pass through the synchronous note after allotment
Starch slurry pressure, flow double control, it is ensured that construction safety has saved cost, shortens the duration.
Detailed description of the invention
Fig. 1 is the process flow chart of synchronous grouting of the present invention.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The technology of the present invention is further elaborated.It should be appreciated that specific embodiment described herein is only used to explain this hair
It is bright, it is not intended to limit the present invention.
Preparation of construction:
Get out injecting paste material, ordinary portland cement P.O42.5, fine sand, bentonite, waterglass, early strength agent, expansion
Agent；Slurries station, coordination in works, correction measuring equipment are debugged, checks whether the equipment such as grouting pump work normally；Check Grouting Pipe
Whether road is unimpeded, and whether there is or not breakages；Check whether equipment pressure apparatus, display system are intact.
Slurry configurations mix:
Mixing station setting is near ground shield lifting well, stirring capacity 30m3/ h, according to material release sequence (water,
Cement, flyash, sandstone successively carry out) setting proprietary material stores warehouse by mixing plant, and bentonite is added as a slurry, water
Glass, early strength agent, swelling agent are added in battery transport car serum pot by the weight calculated.
Slurries transport and storage:
Pass through ground conveying pipeline after the completion of slurries mix to be transported on end well slurries storage battery track slurries vehicle, slurries appearance of vehicle amount
For 7m3/ vehicle, slurries amount needed for primary loading no less than tunnels 1 ring.It is transported to working face by slurries vehicle, then uses mortar
Pump is delivered to rear mating trolley slurry can and starts to stir, it is ensured that slurries are uniform, do not isolate.If slurries isolation, precipitating need to carry out
Secondary agitation, it is ensured that slurries are uniform, stablize.
Slurries pumping:
Shield tail synchronous grouting system contains grouting pump, slurry can, control panel, with 2 grouting pumps simultaneously to 8 injected holes into
Row synchronous grouting synchronizes grout injection control by grouting amount and grouting pressure dual indexes, and grouting pressure is controlled in 0.25-
Between 0.3MPa.Concrete technology flow process is shown in attached drawing 1.
Slurry material and match ratio determine:
Synchronous grouting material is cement mortar, is made of cement, sand, flyash, bentonite, water and additive etc..
For the rock stratum of self-stable ability that is harder, having its certain, stratum is equably filled, slurries must be just increased
Mobility, therefore grout coordinate ratio will extend it on the basis of guaranteeing the indexs such as consistency of mortar, decantation rate, percentage of consolidation, intensity and coagulate
The glue time controls in 12-30h, to obtain more uniform filling effect.
The rock stratum poor for self-stable ability wishes to obtain slurry consolidation body intensity as early as possible after slip casting, therefore slurries are matched
Than the percentage of consolidation and intensity of mortar to be guaranteed, and gel time is suitably shorten to 5-7h, to reinforce in a relatively short period of time
Stratum enhances the stability on stratum.
In rich aquifer sand layer stratum, it is desirable that the water-retaining property of slurries will be got well, and not isolated, gel time 5-6h.In addition, if
Also leak, then should carry out remedial cementing-waterglass dual slurry after synchronous grouting, to achieve the purpose that consolidate water blockoff.
In shield launching and section is reached, generally requires to shorten slurries gel time, so as to energy while filling stratum
Slurry consolidation body intensity is obtained as early as possible, guarantees excavation face safety and prevents the spillage from hole.Due to respectively originating and reaching section
Geological conditions is different, this can only qualitatively this lower conclusion.
It can be seen that shadow of the synchronous grouting material by many factors such as geological conditions, underground aqueous condition, construction technologies
It rings, so, it to fully consider these factors, under the premise of meeting design requirement, targetedly carry out proportion design, and root
It is adjusted according to on-site actual situations, not only indices are able to satisfy construction requirement to slurries prepared in this way, and have good
Economy, advantageously reduce construction cost.
According to existing construction experience and above-mentioned analysis is combined, mainly passes through big cross section water-rich sand layer situation for my bid section,
For this shield synchronization slip casting using cement mortar as synchronous grouting material, which has calculus rate height, consolidating strength high, resistance to
The characteristics of long property is good and can prevent underground water from leaching.Cement uses P0.42.5 ordinary portland cement, to improve slip casting Seed harvest
Corrosion resistance, be in section of jurisdiction in the package of corrosion-resistant slip casting Seed harvest, weaken corrosion of the underground water to section of jurisdiction concrete.
In addition, match ratio shown in synchronous grouting proposed adoption table 1.In construction, according to formation condition, groundwater condition and
Ambient conditions etc. determine most reasonable match ratio by field test optimization.Synchronous grouting material proportion is as shown in table 1 below.
1 synchronous grouting material of table matches table
The slurries presetting period of this proportion is that 1-5h needs basis for the big cross section water-rich sand layer where this shield engineering
Early strength agent and change proportion is added by field test to adjust gelling time, especially rich water in formation condition and driving speed
The gap for filling prefabricated lining segment and ground interlayer after the synchronous grouting of layer of sand stratum in time, reaches intensity requirement, it is ensured that stratum
Settlement Control is in the reasonable scope.
7 days intensity of the grouting soil is not less than 0.5MPa, and intensity is not less than 5MPa within 28 days.Slurries calculus rate is greater than
95%, i.e. consolidation shrinking percentage is less than 5%.Slurry consistency is 8-12s.The isolation rate of slurries is less than 5%.
Grouting pressure control:
Grouting pressure is slightly larger than the static Water And Earth Pressures of the position of stratum, while slurries being avoided to enter the Tu Cang of shield machine
In.Initial grouting pressure is determined according to stationary rational Water And Earth Pressures, will be continued to optimize in actually driving.If slip casting
Pressure is excessive, will lead to land upheaval and segment deformation, also easy spillage.If grouting pressure is too small, slurries filling speed is caught up with
Not upper gap forms speed, and can cause land subsidence.In the present invention, grouting pressure takes 1.1-1.2 times of static Water And Earth Pressures,
General control is in 0.25-0.3MPa, desirable preferable effect.
Due to from the slip casting simultaneously of multiple spot on shield tail circumference, it is contemplated that the difference of Water And Earth Pressures and prevent section of jurisdiction from significantly sinking
It will be not quite similar with the grouting pressure of the needs floated, each point, and keep suitable pressure difference, to reach optimum efficiency.Initial
Pressure setting when, the bigger 0.5-1.0bar of pressure in the every hole in pressure ratio top in the every hole in lower part.
Grouting amount control:
According to cutterhead digging diameter and section of jurisdiction outer diameter, the grouting amount of an endless tube piece may be calculated as out.
π/4 V=× K × L × (D1-D2) in formula:
V is a ring grouting amount, unit m3；
L is ring width, takes 1.2m；
D1For digging diameter, 6.28m is taken；
D2For section of jurisdiction outer diameter, 6.0m is taken；
K is that sampling factor takes 1.5-2.0；
Related data is substituted into, V=5.1-7.1m can be obtained3/ ring.
The control of slip casting time and speed:
Synchronous grouting speed should match with driving speed, complete to complete to work as ring in the time of ring 1.2m driving by shield
Grouting amount determines its average injection speed, reaches uniform slip casting purpose.
Slip casting ending standard and slip casting effect inspection:
Standard is controlled using grouting pressure and grouting amount Two indices, i.e., when grouting pressure reaches setting value, grouting amount reaches
Design value 95% or more when, i.e., it is believed that having reached quality requirement.The design parameter is also needed to carry out by monitoring measurement excellent
Change, reaches slip casting effect more preferably.
Slip casting effect, which checks, mainly uses analytic approach, i.e., according to pressure-grouting amount-time graph, in conjunction with section of jurisdiction, earth's surface and
Adjacent Buildings measurement carries out overall merit.
Vault part is checked using supersonic sounding by spectrum analysis, to the position of backlog demand, into
Row supplement slip casting, the big water-rich sand layer of groundwater pressure use arch cement-sodium silicate double liquid according to strata condition, and appropriate
Add early strength agent.
By using above construction method, specific technical solution is optimized, adjustment grouting serous fluid configuration eliminates ground
Table rotary jet grouting constructs and is changed to synchronous grouting method in tunnel, to accelerate synchronous grouting rate of set, shortens condensation
Time strengthens slurry intensity, so that shield machine has successfully been passed through 248m water-rich sand layer location, has saved construction cost, shortened
Duration creates preferable economic benefit and social benefit for company, provides data support for the application of subsequent similar engineering.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (10)
1. a kind of big cross section water-rich sand layer shield driving synchronous grouting method, it is characterised in that: tunneled forward in shield machine same
When, it will be among the annular gap between slurries simultaneous implantation section of jurisdiction and excavation barrel by synchronous grouting system.
2. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 1, which is characterized in that the sand
The mass percent of slurry are as follows: 9% cement, 19.5 flyash, 3.2% bentonite, 23.6% water, surplus are sandstone.
3. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 1, it is characterised in that: injected hole
4-8 are provided with, and the upper and lower part of the central horizontal cut-off rule in tunnel section is evenly arranged respectively.
4. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 3, it is characterised in that: the water
The slip casting hole number for dividing secant lower part equally is more than the slip casting hole number on top.
5. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 3, it is characterised in that: injected hole
Grouting pressure take 1.1-1.2 times of static Water And Earth Pressures, while keeping grouting pressure between 0.25-0.3MPa.
6. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 5, it is characterised in that: the water
The grouting pressure for dividing the injected hole of secant lower part equally is greater than the grouting pressure of top injected hole.
7. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 2, it is characterised in that: the slurry
The gel time of liquid was controlled at 5-6 hours, and in shield launching and reached section, and the gel time for controlling slurries is controlled in 4-4.5
Hour.
8. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 2, it is characterised in that: slurries are thick
Degree is 8-12s, and the isolation rate of slurries is less than 5%.
9. big cross section water-rich sand layer shield driving synchronous grouting method according to claim 2, it is characterised in that: if same
There are leak operating conditions after step slip casting, then should carry out remedial cementing-waterglass dual slurry.
10. -9 any big cross section water-rich sand layer shield driving synchronous grouting method, feature exist according to claim 1
In: 7 days intensity of the induration formed by slip casting is not less than 0.5MPa, and intensity is not less than 5MPa, slurry consolidation shrinking percentage within 28 days
Less than 5%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811561141.5A CN109681236A (en) | 2018-12-20 | 2018-12-20 | Big cross section water-rich sand layer shield driving synchronous grouting method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811561141.5A CN109681236A (en) | 2018-12-20 | 2018-12-20 | Big cross section water-rich sand layer shield driving synchronous grouting method |
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| CN109681236A true CN109681236A (en) | 2019-04-26 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110735642A (en) * | 2019-09-26 | 2020-01-31 | 中建市政工程有限公司 | shield originating end combined type reinforcing structure and construction method thereof |
| CN110818334A (en) * | 2019-12-10 | 2020-02-21 | 中铁十四局集团隧道工程有限公司 | Slurry for shield grouting and preparation method thereof |
| CN112228116A (en) * | 2020-10-27 | 2021-01-15 | 中铁十二局集团有限公司 | Construction method for synchronous slurry supplement in shield construction of water-rich stratum |
| CN112814706A (en) * | 2021-01-26 | 2021-05-18 | 南昌轨道交通集团有限公司 | Grouting method for reducing floating of shield tunnel segment |
| CN114213084A (en) * | 2021-12-31 | 2022-03-22 | 中国海洋大学 | Water-rich soft soil high-pressure large-diameter shield synchronous single-liquid grouting slurry, process and application |
| CN114961790A (en) * | 2022-05-27 | 2022-08-30 | 中南大学 | Shield synchronous grouting construction method and construction effect evaluation method thereof |
| CN115404845A (en) * | 2022-08-08 | 2022-11-29 | 中国建筑第七工程局有限公司 | Construction method for treating soil-dissolving hole |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110735642A (en) * | 2019-09-26 | 2020-01-31 | 中建市政工程有限公司 | shield originating end combined type reinforcing structure and construction method thereof |
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| CN110818334A (en) * | 2019-12-10 | 2020-02-21 | 中铁十四局集团隧道工程有限公司 | Slurry for shield grouting and preparation method thereof |
| CN112228116A (en) * | 2020-10-27 | 2021-01-15 | 中铁十二局集团有限公司 | Construction method for synchronous slurry supplement in shield construction of water-rich stratum |
| CN112814706A (en) * | 2021-01-26 | 2021-05-18 | 南昌轨道交通集团有限公司 | Grouting method for reducing floating of shield tunnel segment |
| CN112814706B (en) * | 2021-01-26 | 2023-09-05 | 南昌轨道交通集团有限公司 | Grouting method for reducing shield tunnel segment floating |
| CN114213084A (en) * | 2021-12-31 | 2022-03-22 | 中国海洋大学 | Water-rich soft soil high-pressure large-diameter shield synchronous single-liquid grouting slurry, process and application |
| CN114961790A (en) * | 2022-05-27 | 2022-08-30 | 中南大学 | Shield synchronous grouting construction method and construction effect evaluation method thereof |
| CN115404845A (en) * | 2022-08-08 | 2022-11-29 | 中国建筑第七工程局有限公司 | Construction method for treating soil-dissolving hole |
| CN115404845B (en) * | 2022-08-08 | 2024-01-30 | 中国建筑第七工程局有限公司 | Soil dissolving hole treatment construction method |
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