CN105804761B - Construction method suitable for liquefied sand stratum shield near-distance passing through building - Google Patents
Construction method suitable for liquefied sand stratum shield near-distance passing through building Download PDFInfo
- Publication number
- CN105804761B CN105804761B CN201610141899.8A CN201610141899A CN105804761B CN 105804761 B CN105804761 B CN 105804761B CN 201610141899 A CN201610141899 A CN 201610141899A CN 105804761 B CN105804761 B CN 105804761B
- Authority
- CN
- China
- Prior art keywords
- shield
- pressure
- construction
- grouting
- soil
- 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.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 118
- 239000004576 sand Substances 0.000 title claims abstract description 82
- 238000007569 slipcasting Methods 0.000 claims abstract description 53
- 238000005516 engineering process Methods 0.000 claims abstract description 32
- 238000012544 monitoring process Methods 0.000 claims abstract description 16
- 238000013461 design Methods 0.000 claims abstract description 15
- 230000001976 improved effect Effects 0.000 claims abstract description 15
- 230000008878 coupling Effects 0.000 claims abstract description 11
- 238000010168 coupling process Methods 0.000 claims abstract description 11
- 238000005859 coupling reaction Methods 0.000 claims abstract description 11
- 239000002689 soil Substances 0.000 claims description 109
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 63
- 239000002002 slurry Substances 0.000 claims description 28
- 230000001360 synchronised effect Effects 0.000 claims description 28
- 238000000034 method Methods 0.000 claims description 27
- 230000008569 process Effects 0.000 claims description 21
- 229910000278 bentonite Inorganic materials 0.000 claims description 19
- 239000000440 bentonite Substances 0.000 claims description 19
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 19
- 238000004364 calculation method Methods 0.000 claims description 18
- 239000006260 foam Substances 0.000 claims description 18
- 230000006872 improvement Effects 0.000 claims description 15
- 239000003673 groundwater Substances 0.000 claims description 14
- 239000004570 mortar (masonry) Substances 0.000 claims description 14
- 230000005641 tunneling Effects 0.000 claims description 14
- 238000002347 injection Methods 0.000 claims description 11
- 239000007924 injection Substances 0.000 claims description 11
- 239000010881 fly ash Substances 0.000 claims description 7
- 230000008595 infiltration Effects 0.000 claims description 7
- 238000001764 infiltration Methods 0.000 claims description 7
- 239000000243 solution Substances 0.000 claims description 6
- 239000000654 additive Substances 0.000 claims description 3
- 230000000996 additive effect Effects 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 210000004911 serous fluid Anatomy 0.000 claims description 3
- 125000006850 spacer group Chemical group 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims 1
- 229940092782 bentonite Drugs 0.000 description 16
- 239000004088 foaming agent Substances 0.000 description 8
- 239000013049 sediment Substances 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 238000005266 casting Methods 0.000 description 4
- 238000012937 correction Methods 0.000 description 4
- 230000007774 longterm Effects 0.000 description 4
- 239000011148 porous material Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 239000004519 grease Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 239000000203 mixture Substances 0.000 description 3
- 238000005086 pumping Methods 0.000 description 3
- 238000004062 sedimentation Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 230000006641 stabilisation Effects 0.000 description 3
- 238000011105 stabilization Methods 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 238000007405 data analysis Methods 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 210000001124 body fluid Anatomy 0.000 description 1
- 239000010839 body fluid Substances 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000010908 decantation Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 description 1
- 238000010790 dilution Methods 0.000 description 1
- 239000012895 dilution Substances 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 238000010348 incorporation Methods 0.000 description 1
- 238000009533 lab test Methods 0.000 description 1
- 238000011068 loading method Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000001141 propulsive effect Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 229940080314 sodium bentonite Drugs 0.000 description 1
- 229910000280 sodium bentonite Inorganic materials 0.000 description 1
- 230000008674 spewing Effects 0.000 description 1
- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000003786 synthesis reaction Methods 0.000 description 1
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
-
- C—CHEMISTRY; METALLURGY
- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
- C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
- C09K17/00—Soil-conditioning materials or soil-stabilising materials
- C09K17/02—Soil-conditioning materials or soil-stabilising materials containing inorganic compounds only
- C09K17/10—Cements, e.g. Portland cement
-
- 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
-
- 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- 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
- E21D9/0621—Shield advancing devices
-
- 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
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
-
- C—CHEMISTRY; METALLURGY
- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
- C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
- C09K2103/00—Civil engineering use
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)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Inorganic Chemistry (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention relates to a kind of construction methods suitable for liquefied sand stratum shield near-distance passing through building, including：Before construction, the geology and environment of boundary of works area are surveyed, data is surveyed in acquisition；According to the technology measure surveyed in Data Design work progress；Monitoring frequency is improved in shield crossing building, the construction parameter in the technology measure is dynamically adjusted according to the monitoring data monitored；In the propelling construction of shield, micro-destabilization slip-casting is carried out for the tube coupling away from 8 ring of shield tail to 10 rings after shield tail is detached from, control grouting pressure is less than or equal to 0.3MPa；And it after the completion of construction, predicts the disturbance operating mode of construction tunnel and formulates corresponding control measure.Shield near-distance passing through building is constructed in liquefied sand stratum, using micro-disturbance Construction Control, can be prevented liquefied sand from being disturbed during shield driving and be liquefied, effective control settlement protects the safety of building.
Description
Technical field
The present invention relates to shield-tunneling construction fields, refer in particular to a kind of suitable for liquefied sand stratum shield near-distance passing through building
Construction method.
Background technology
In Construction of Urban Rail Traffic, a large amount of subway sectional tunnel uses shield construction, and has had accumulated quite
Abundant experience.In general, it can preferably predict and control shield driving to the influence caused by ambient enviroment.But
In some areas there are liquefying soil stratum, soil liquefaction occurs mainly in based on sandy soil and the higher area of level of ground water
Domain, such as：Alluvial plain or girt distributed area that coastal area, river water are passed through etc..These regions are often distributed some and are full of
Underground water and the loose sand being saturated, since the structure of themselves is weaker, it is easy to soil texture occur because of external force
Change.The Area distributions such as Zhengzhou, Beijing, Wuhan, Shijiazhuang liquefied sand at home, and great risk is brought to shield-tunneling construction,
Once causing to disturb to liquefied sand due to construction wrong during shield driving, sand liquefaction is made to become quicksand shape, will made
At construction disaster and it is unable to control.
When the liquefaction arenaceous stratum that shield crossing stream plasticity is poor, water content is high, infiltration coefficient is big, there are ground settlement hardly possiblies
With control, the soil body by technical barriers such as disturbed liquefaction, quicksands, shield need to pass through existing building and structures in addition, and domestic
Correlation experience is insufficient, and great risk is brought to construction.
Character after sand liquefaction and liquefaction is a very complicated problem, although current research obtains certain progress,
But still the project for having number of values that must study, such as rationally accurate liquefied method of discrimination, it is particularly suitable for some special knots
The liquefaction Judgment Method of structure (such as subterranean tunnel).These are all up for further studying.
Currently, conventional crossing technology measure has the following problems：
Liquefied sand water content is abundant, and water penetration is very strong.Shield generates disturbance when passing through, to the soil body and quicksand easily occurs
Or hardened phenomenon；
Water burst caused by sand liquefaction gushes sand phenomenon shield tunneling face is made to lose stable equilibrium, generates excavation face unstability, into
And the safety in tunnel itself and periphery construction of structures is had an impact；
Door gushing water after shield tail and screw conveyor gushes sand.The vibrated dynamic pore water pressure of layer of sand increases during shield driving
Greatly, it causes to gush.
In the liquefied sand of stability difference, domestic shield crossing construction experience is insufficient, frequently occurs dangerous situation.
Invention content
It is an object of the invention to overcome the deficiencies of existing technologies, provide a kind of suitable for liquefied sand stratum shield low coverage
Construction method from passing through building solves to generate to disturb to the soil body present in conventional crossing technology that quicksand or hardened occurs
Layer of sand when Sand phenomenon caused by phenomenon, sand liquefaction generates security implication and shield driving to tunnel and building
The problems such as gushing caused by vibrated.
Realizing the technical solution of above-mentioned purpose is：
A kind of construction method suitable for liquefied sand stratum shield near-distance passing through building of the invention, including：
Before construction, the geology and environment of boundary of works area are surveyed, data is surveyed in acquisition；
According to the technology measure surveyed in Data Design work progress；
Monitoring frequency is improved in shield crossing building, described apply is adjusted come dynamic according to the monitoring data monitored
Construction parameter in work technical measures；
In the propelling construction of shield, micro-destabilization slip-casting is carried out for the tube coupling away from 8 ring of shield tail to 10 rings after shield tail is detached from,
Slurries in the micro-destabilization slip-casting are mixed using cement, flyash and water, the slurries in the micro-destabilization slip-casting
Slump control is less than or equal to 0.3MPa in 9cm to 11cm, control grouting pressure；And
After the completion of construction, predicts the disturbance operating mode of construction tunnel and formulate corresponding control measure.
The present invention establishes the micro-disturbance Construction Control system of shield tunnel, by surveying prediction and picking out before constructing
Select, construct in monitoring measurement and the prediction after technology measure and construction constituted with control, it is preferable to control shield tunnel
The disturbance that road is constructed to liquefied sand around shield, prevents the soil body from liquefying, it is ensured that the building along constructing is in good
Service state.By implementing micro-destabilization slip-casting at shield machine rear, reduces building settlement, further fill shield-tunneling construction
Caused by Stratum Loss.Shield near-distance passing through building is constructed in liquefied sand stratum, using micro-disturbance Construction control skill
Art can prevent liquefied sand from being disturbed during shield driving and liquefy, and effective control settlement protects building
Safety.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
According to the technology measure surveyed in Data Design work progress including carrying out shield model selection, to adapt it to described apply
The geology and environment of work range；
The parameter of selected shield machine includes：
The aperture opening ratio of shield machine upper tool pan is 40% to 50%；
The rotating speed of shield machine upper slitter dish driving is 0.95rpm to 2.0rpm, and nominal torque is more than or equal to 5500kNm, takes off
Tired torque is more than or equal to 6600kNm；
The maximum gross thrust of propulsion system is more than or equal to 40000kN on shield machine；
The grouting pipeline quantity of synchronous grouting is more than or equal to 4 on shield machine；
The injection hole number that system is improved on shield machine is that 5 are arranged on cutterhead；
Shield machine upper tool pan driving power is more than or equal to 900kw, and general power is more than or equal to 1500kw.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
In, according to the technology measure surveyed in Data Design work progress include soil pressure force value setting：
Active earth pressure value and passive earth pressure value are calculated using formula, the calculation formula of the active earth pressure value isThe calculation formula of the passive earth pressure value isWherein：σaFor active earth pressure value, σpFor passive earth pressure value, γ is the weight of soil
Degree, z are earth's surface to tunnel central depths,For the internal friction angle of soil, c is the cohesive strength of soil；
The soil pressure σ of driving face is selected between the active earth pressure value and the passive earth pressure valueHorizontal lateral force；
Ground water pressure force value is calculated using formula, in shield tunneling process, chooses the stratum hydraulic pressure in front of shield cutter
Force value is current ground water pressure force value；In shield stopping process, the hydraulic pressure force value for choosing shield tail rear portion is current underground
Hydraulic pressure force value；
The calculation formula of water flooding pressure value in front of the shield cutter is σBefore w cutterheads=q γWaterhWater, wherein q is according to soil
The empirical value that layer osmosis system determines, q is 0.5 to 1.0 in sand, and q is 0.1 to 0.5, γ in cohesive soilWaterFor the capacity of water,
hWaterFor the height of distance from groundwater cutter head center；
The calculation formula of the hydraulic pressure force value at the shield tail rear portion is σAfter w shield tails=qMortarγWaterH, wherein qMortarFor according to mortar
The empirical value that infiltration coefficient and the turgor of slip casting determine, qMortarIt is 0.5 to 1.0, γWaterFor the capacity of water, h ' is at slip casting
With the height difference of cutter head center；
According to the soil pressure σ for the driving face being calculatedHorizontal lateral force, ground water pressure force value and construction soil pressure adjusted value
The sum of set soil pressure force value, the difference for controlling practical soil pressure force value in shield tunneling process and setting between soil pressure force value exists
Within ± 5%.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
In including that fltting speed and cutterhead rotating speed control according to the technology measure surveyed in Data Design work progress；
The fltting speed of shield is controlled in 20mm/min to 30mm/min, with stable propulsion in shield tunneling process
Speed equilibrium at the uniform velocity promotes；
Cutterhead rotating speed is controlled in 0.9r/min to 1.0r/min.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
In including synchronous grouting control measure, the synchronous grouting according to the technology measure surveyed in Data Design work progress
Grouting serous fluid in control measure includes sand, flyash, bentonite, Yi Jishui, with 240: 260: 40: 140 proportioning stirring
At.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
In the synchronous grouting control measure include control synchronous grouting amount, and synchronous grouting is calculated by grouting amount calculation formula
Amount, slip casting is synchronized with 180% to 200% slip casting rate；
The grouting amount calculation formula is Q=V λ, V=π (D2-d2) L/4, wherein：V is fill volume, i.e. shield-tunneling construction
Caused gap, λ are slip casting rate, and D is that shield cuts outer diameter, and d is prefabricated pipe section outer diameter, and L is section of jurisdiction ring width.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
In, the synchronous grouting control measure include control synchronous grouting pressure,
Critical value on grouting pressure is calculated using formula,
Grouting pressure lower critical value is calculated using formula,Wherein：PupFor slip casting
Critical value in pressure, PmaFor grouting pressure lower critical value, γ is soil body unit weight, and h is injected hole buried depth, and c is soil body cohesive strength；
The grouting pressure of setting is calculated according to critical value on the grouting pressure and the grouting pressure lower critical value,
The grouting pressure that practical grouting pressure tends to setting is controlled in construction；
The grouting pressure of setting is calculated by following formula,Wherein：N is
Safety coefficient, P are the grouting pressure of setting.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
In, carry out micro-destabilization slip-casting when, using single slurry micro-destabilization slip-casting mode, the tube coupling of slip casting is carried out by 1 to 2 injected hole
Slip casting, and between the tube coupling of slip casting between be divided into 4 endless tube sections.
The present invention is suitable for being further improved for the construction method of liquefied sand stratum shield near-distance passing through building
In in shield driving, into the front of shield and native storehouse, injection bentonite slurry carries out soil improvement, the bentonite slurry
Soil ratio be 14：1；Foam is added simultaneously and carries out soil improvement, the foam is molten by the foam of 100% compressed air and 10%
Liquid mixes, and the foam solution includes 5% additive foam and 95% water.
Description of the drawings
Fig. 1 is the flow chart for the construction method that the present invention is suitable for liquefied sand stratum shield near-distance passing through building.
Specific implementation mode
The invention will be further described in the following with reference to the drawings and specific embodiments.
The present invention provides a kind of construction methods suitable for liquefied sand stratum shield near-distance passing through building, especially
For the liquefaction arenaceous stratum that stream plasticity is poor, water content is high, infiltration coefficient is big, the present invention is directed to study liquefaction arenaceous stratum shield
Near-distance passing through building and structures micro-disturbance control construction technology, reduce shield in the construction process and are disturbed to liquefied sand
It is dynamic, it is ensured that sand does not generate liquefaction.The present invention proposes the micro-disturbance technology measure in crossing construction, and control is closely worn
Building and structure sedimentation caused by more constructing ensure the safety of building and structures, improve on liquefied sand stratum
Middle shield driving efficiency.The present invention is applied suitable for liquefied sand stratum shield near-distance passing through building below in conjunction with the accompanying drawings
Work method illustrates.
Refering to fig. 1, it is shown that the present invention is suitable for the construction method of liquefied sand stratum shield near-distance passing through building
Flow chart.With reference to Fig. 1, it is suitable for the present invention construction method of liquefied sand stratum shield near-distance passing through building
It illustrates.
As shown in Figure 1, construction method disturbance of the shield tunnel construction to liquefied sand around shield in order to control of the present invention,
Prevent the soil body from liquefying, it is ensured that building and structures along constructing are in good service state, establish shield tunnel
The micro-disturbance Construction Control system in road, the micro-disturbance Construction Control system by before constructing survey prediction with choice,
Long-term forecast after monitoring measurement in work progress is controlled and constructed with technology measure is constituted with control three parts.
The present invention the construction method suitable for liquefied sand stratum shield near-distance passing through building include：
Step S11 is executed, before construction, the geology and environment of boundary of works area are surveyed, data is surveyed in acquisition.Before construction
To in prescribed limit engineering geology and environment survey, including the physico-mechanical properties on stratum, hydrogeological characteristic, periphery
The state etc. of construction of structures.In addition, must also in construction of structures service stage basis and periphery construction disturbance investigate,
And reinforce prospecting density and intensity to passing through part, survey the accurate of data with the method guarantee that a variety of modes of surveying are combined
Property.
Step S12 is executed, according to the technology measure surveyed in Data Design work progress, technology measure includes
There are shield model selection, soil pressure setting, synchronous grouting control and soil improvement.
Step S13 is executed, monitoring frequency is improved in shield crossing building, construction is adjusted come dynamic according to monitoring data
Parameter.It is monitored in the construction process, due to the Unpredictability and for 24 hours continuous that shield-tunneling construction is on building, structures influence
Construction, therefore improve monitoring frequency in crossing construction.The measuring point laying of monitoring project need to consider that the construction of each subdivisional work is suitable
The factors such as sequence, the relative position relation of the requirement of protected object and shield tunnel, ambient enviroment protection.By to monitoring data
Analysis dynamically adjust construction parameter.
Technology measure is controlled, shield-tunneling construction shows as extruding and pine of the shield to the soil body to the disturbance of the soil body
Dynamic, loading and unloading, pore water pressure rise and fall cause variation, surface uplift and sinking of soil nature etc..Shield construction draws
The immanent cause for playing surrounding formation deformation is that the initial stress state of the soil body is changed so that undisturbed soil experienced extruding,
The complicated stress paths such as shearing, distortion.Coverage and degree to liquefied sand disturbance depend on several factors, including：
Shield model selection, construction parameter (soil pressure, cutter head torque, propulsive force, grouting amount and grouting pressure etc.), soil mass property, on tunnel
The influence etc. of portion's load.The present invention mainly with regard to shield model selection, soil pressure setting, synchronous grouting control, soil improvement etc. into
Row research and innovation provides a kind of construction method in the shield crossing construction of structures of liquefied sand stratum.
Include carrying out shield model selection according to the technology measure surveyed in Data Design work progress, to adapt it to
State the geology and environment of boundary of works area.Shield machine should be directed to geology characteristic (liquefied sand stratum) and engineering specifications (under wear it is existing
Construction of structures) reasonable selection is carried out, it is allowed to adapt to engineering construction requirement.According to this running tunnel feature, have to shield machine as follows
It is required that：(1) meet the grittiness geological conditions that liquefies, the construction requirement of parameters for tunnel；(2) engineering-environment is adapted to, it is ensured that engineering safety；
(3) its configuration meets construction period；(4) meet the requirement of environmental protection.Shield machine main configuration parameters are shown in Table 1：
Table 1：Shield machine mainly configures, feature and menu
Include the setting of soil pressure force value according to the technology measure surveyed in Data Design work progress, according to earth pressure balance
The principle of shield, the pressure in native storehouse must be balanced with the front Water And Earth Pressures of excavation face, to maintain the stabilization of the excavation face soil body,
Reduce the disturbance to soil layer.The soil pressure force value of the shield driving in liquefied sand is calculated according to Rankine Earth Pressure principle.
Active earth pressure and passive earth pressure calculate, if the rate of shield machine screw conveyor casting in tunneling process
More than cutterhead into native rate, it will cause sealed compartment casting unbalance, cause the reduction of sealed compartment soil pressure, make the soil of driving face
Pressure is changed into active earth pressure state by earth pressure at rest state, and the soil body has the trend of slide downward at the top of shield machine,
Cause ground settlement.The calculation formula of active earth pressure value isIf shield machine
The rate of screw conveyor casting is less than cutterhead into native rate in tunneling process, also sealed compartment casting will be caused unbalance, drawn
It plays sealed compartment soil pressure to increase, the soil pressure of driving face is made to be changed into passive earth pressure state by earth pressure at rest state,
And the soil body has the trend of upward sliding at the top of shield machine, causes surface uplift.The calculation formula of passive earth pressure value isWherein：σaFor active earth pressure value, σpFor passive earth pressure value, γ is the weight of soil
Degree, z are earth's surface to tunnel central depths,For the internal friction angle of soil, c is the cohesive strength of soil；
The soil pressure σ of driving face is selected between active earth pressure value and passive earth pressure valueHorizontal lateral force；From control ground
Table settles and from the point of view of preventing sand liquefaction, and rational driving face soil pressure between active earth pressure and should be broken ground
Between pressure：σa≤σHorizontal lateral force≤σp。
Ground water pressure force value is calculated using formula, in tunneling process, as cutterhead is constantly pushed ahead, the pressure in native storehouse
Near primitive soil pressure value, resistance of water when being flowed in soil is considered, water pressure when driving in stratum can be with base area
The infiltration coefficient of layer takes the circumstances into consideration to consider.Due to the presence of pressure head difference in stratum, underground water will necessarily constantly be flowed into native storehouse,
Until pressure head difference in stratum is eliminated.In shield tunneling process, the stratum water pressure in front of shield cutter is chosen
Value is current ground water pressure force value；In shield stopping process, the hydraulic pressure force value for choosing shield tail rear portion is current underground water
Pressure value；The calculation formula of water flooding pressure value in front of shield cutter is σBefore w cutterheads=q γWaterhWater, wherein q is to be oozed according to soil layer
The empirical value that permeable system determines, q is 0.5 to 1.0 in sand, and q is 0.1 to 0.5, γ in cohesive soilWaterFor the capacity of water, hWaterFor
The height of distance from groundwater cutter head center；The calculation formula of the hydraulic pressure force value at shield tail rear portion is σAfter w shield tails=qMortarγWaterH ', wherein qMortar
For the empirical value determined according to the turgor of the infiltration coefficient of mortar and slip casting, qMortarIt is 0.5 to 1.0, γWaterFor the appearance of water
Amount, h ' are at slip casting and the height difference of cutter head center；
According to the soil pressure σ for the driving face being calculatedHorizontal lateral force, ground water pressure force value and construction soil pressure adjusted value
The sum of set soil pressure force value, the difference for controlling practical soil pressure force value in shield tunneling process and setting between soil pressure force value exists
Within ± 5%.σInitial setting=σHorizontal lateral force+σHorizontal water pressure+σAdjustment, in formula：σInitial settingFor the shield soil storehouse soil pressure primarily determined,
σHorizontal lateral forceFor horizontal lateral force, σHorizontal water pressureFor stratum water pressure, σAdjustmentTo correct soil pressure of constructing, soil is passed through according to formula calculating
The theoretical value of pressure, practical soil pressure setting value are finely adjusted according to settling data analysis, obtain rational construction soil pressure force value,
To ensure that the difference between practical soil pressure and setting value controls in ± 5% in progradation simultaneously.
Include fltting speed and the control of cutterhead rotating speed according to the technology measure surveyed in Data Design work progress；It will
The fltting speed of shield is controlled in 20mm/min to 30mm/min, even with stable fltting speed equilibrium in shield tunneling process
Speed promotes；Cutterhead rotating speed is controlled in 0.9r/min to 1.0r/min.Construction of structures is passed through in liquefied sand stratum to be accomplished：
Fltting speed, stringent control shield direction, attitudes vibration are reduced, correction is reduced, especially prevents big value correction, ensures that shield is flat
Surely pass through.Meanwhile effective cooperation of cutterhead rotating speed and fltting speed should be passed through, it is ensured that soil immediately ahead of the effective support of cutterhead front
Body avoids generating sedimentation in front of branch mask deficiency notch, prevents sand from liquefying.Shield driving speed control is in 20mm/min
~30mm/min, and suitably adjusted according to monitoring data.When passing through section construction, fltting speed is kept to stablize as possible, it is ensured that shield
Structure equilibrium is at the uniform velocity passed through, to reduce the disturbance to the periphery soil body, in order to avoid have an adverse effect to structure.The control of cutterhead rotating speed exists
0.9~1.0r/min.
Technology measure further includes amount control of being unearthed, and is constructed in liquefied sand, and amount of being unearthed control is the 98% of theoretical value
To 100%, forbid to backbreak.Technology measure further includes TBM's position control, during passing through, because shield carries out plane or height
Journey can increase the disturbance to the soil body when rectifying a deviation, therefore in crossing process, it is ensured that shield is good in front sedimentation, to the greatest extent
It is likely to reduced shield correction amount and correction number, the disturbance to liquefied sand is reduced, prevents the soil body from liquefying.
Include synchronous grouting control measure according to the technology measure surveyed in Data Design work progress.For infiltration
The big liquefied sand stratum of coefficient, synchronous grouting require slurries energy Fast Filling, and water-retaining property is strong, does not isolate, and decantation rate is small, injection
After be not easy by underground water dilution fall etc. performances, and must ensure later strength.Therefore synchronous in liquefied sand stratum shield-tunneling construction
Injecting paste material must have the gel time of matters, smaller syneresis rate, stronger water resistant dispersibility.
Grouting serous fluid in synchronous grouting control measure is anti-shearing mortar, by sand, flyash, bentonite, with water mix
It at high-consistency, high shearing resistance, inertia list liquid mortar, can block water rapidly in liquefied sand, Fast Filling, early strength is high, protects
Aqueous strong and be not easy to isolate, which is shown in Table 2：
| Flyash | Sand | Bentonite | Water |
| 260 | 240 | 40 | 140 |
Table 2：Simultaneous grouting slurry matches
Synchronous grouting control measure include control synchronous grouting amount, in shield tunneling process, should use grouting amount and note
The standard of slurry pressure dual control is controlled.Grouting amount and grouting pressure are adjusted according to monitoring data into Mobile state.Liquefied sand
Slip casting rate generally should be 180%~200% in layer.Synchronous grouting amount is calculated by grouting amount calculation formula, with 180% to
200% slip casting rate synchronizes slip casting.Synchronous grouting amount calculation formula is as follows：
Q=V λ, V=π (D2-d2) L/4, wherein：V is fill volume, i.e. gap caused by shield-tunneling construction, and λ is slip casting
Rate, D are that shield cuts outer diameter, and d is prefabricated pipe section outer diameter, and L is section of jurisdiction ring width.
The synchronous grouting control measure include control synchronous grouting pressure, and the optimum value of synchronous grouting pressure should be in synthesis
Consider to determine on the basis of foundation condition, equipment performance, slurry characteristics and support pressure.Lower critical grouting pressure PmaUnder must tie up
The stabilization for holding top soil block is allowed to not stay；Upper critical grouting pressure PupThe stabilization that must maintain lower part soil block is allowed to not grand
It rises.
Critical value on grouting pressure is calculated using formula,
Grouting pressure lower critical value is calculated using formula,Wherein：PupFor slip casting
Critical value in pressure, PmaFor grouting pressure lower critical value, γ is soil body unit weight, and h is injected hole buried depth, and c is soil body cohesive strength；
The grouting pressure of setting is calculated according to critical value on the grouting pressure and the grouting pressure lower critical value,
The grouting pressure that practical grouting pressure tends to setting is controlled in construction；
The grouting pressure of setting is calculated by following formula,Wherein：N is
Safety coefficient, P are the grouting pressure of setting.In fact, grouting pressure is not much different with theoretical formula method value in construction, slip casting
For pressure about in 0.3MPa to 0.4MPa, slip casting is to fill rather than cleave to soil layer around under the conditions of this, can prevent soil
Body fluid makes slip casting reach ideal effect.
Technology measure further include shield machine tail sealing control, in liquefied sand stratum shield crossing construction build
Import Condar spy's seal grease is used in object work progress, and tail sealing effect is controlled by the intrusion and pressure of seal grease
Fruit, and whether there is or not spillage phenomenons for observation shield tail in real time, once occur blocking spillage region increase grease intrusion；In addition shield
Foam strip is equipped in structure machine as shield tail spillage emergency materials.
Step S14 is executed, in shield driving construction, micro-destabilization slip-casting is carried out for the tube coupling after shield tail, for disengaging shield
The tube coupling away from 8 ring of shield tail to 10 rings carries out micro-destabilization slip-casting after tail, and control grouting pressure is less than or equal to 0.3MPa.Carry out micro-disturbance
When slip casting, using single slurry micro-destabilization slip-casting mode, slip casting carried out by 1 to 2 injected hole to the tube coupling of slip casting, and slip casting
4 endless tube sections are divided between tube coupling.It is settled to reduce construction of structures, Stratum Loss caused by further filling shield-tunneling construction,
The micro-destabilization slip-casting after wall is implemented at shield machine rear.According to monitoring materials, micro-disturbance is carried out after 8~10 ring of shield tail is deviate from section of jurisdiction
Slip casting.Using single slurry micro-destabilization slip-casting mode, meet multiple spot, a small amount of, multiple, uniform principle, tunnel longitudinal direction grouting sequence
Spacer ring is taken to jump the mode beaten, once 1~2 hole of construction, each two construction 4 ring of central spacer, grouting pressure cross senior general to area per ring
The domain soil body is generated compared with large disturbances, therefore is played pipe slip casting and should be reinforced control to grouting pressure in the process, and grouting pressure should be not more than
0.3MPa.Slurries inject stratum by the injected hole of section of jurisdiction, and the mode of propulsion and slip casting linkage is taken in construction, and slip casting is not
Reach requirement, shield pause promotes, to prevent the soil body from continuing to deform.Micro-destabilization slip-casting slurries select cement mortar, match (weight
Than) it is shown in Table 3：
| Cement | Flyash | Water | Slump (cm) |
| 1 | 3 | In right amount | 9 to 10 |
Table 3：Cement mortar proportion
Technology measure further includes soil improvement control, and sediment improvement is tunneled in liquefied sand and needs to solve following ask
Topic：
(1) the impermeabilisation ability for improving dregs in native storehouse, avoids the cutterhead front soil body from being caused because of discharging consolidation larger
Ground settlement or cave-in accident occur.
(2) internal friction angle of dregs and the cutterhead front soil body in native storehouse is reduced, abrasion of the dregs to knife disc tool is reduced,
Reduce cutter head torque.
(3) plasticity for improving dregs in native storehouse, prevents dregs to be adhered on cutterhead and forms mud cake.
(4) since layer of sand dense water is poor, after driving is shut down, sand is easily isolated, is precipitated, is closely knit in native storehouse, makes cutterhead again
Torque is big when startup, difficulty in starting, big to shield machine equipment damage.
(5) spewing phenomenon can be generated because dregs dense water is poor when being tunneled using earth pressure balance pattern.
(6) dregs workability is poor, and screw machine is slagged tap unsmooth, causes driving speed slow, and boring parameter is not easy to control.
Present invention employs sodium bentonite slurries and foaming agent as sediment improvement agent, and sediment improvement effect is preferable.It pushes away
Into in the process toward Tu Cang and front soil body injection bentonite slurry improvement dregs.Since bentonitic injection is effectively guaranteed soil
The pressure in storehouse increases the compactness of layer of sand, reduces liquefaction while allowing layer of sand excess pore water pressure to discharge the occurrence of；Note
Enter after bentonite be entirely around shield body it is modified after dregs, reduce grouting at the tail of the shield machine pressure, backfill can be efficiently reduced
Stratum Loss reduces ground settlement.
It is tunneled in liquefied sand, if only using bentonite does sediment improvement agent, cutter head torque can be very big, promotes difficult；
Foaming agent sediment improvement is only used, soil ratio in native storehouse can be made to become larger, increases risk of gushing, improved effect is also unsatisfactory, and
Influence of fluctuations can be caused to the soil pressure in native storehouse, increase the possibility of liquefaction of soil mass.Therefore it tunnels, needs in liquefied sand stratum
With the use of bentonite slurry and foaming agent, with bentonite slurry improve based on, the orderly combination supplemented by foaming agent improvement, prevent
The liquefaction of sand.
By the practical application in a large number of experiments and construction production, some basic natures of different soil ratio slurries have been summed up
Energy：
(1) bentonite slurry that soil ratio is 9: 1 becomes paste, does not have pumping；
(2) bentonite slurry that soil ratio is 12: 1 is more sticky, viscosity 130s, and pumping is poor；
(3) bentonite slurry that soil ratio is 14: 1 is diluter, viscosity 35s, and pumping is preferable.
The ratio for implementing foaming agent in the examination propulsion phase selects work, at the same by experiment determine foaming agent Foam Expansion rate,
Consistency of foam and foam injection rate, the composition of foam solution used：Additive foam 5%, water 95%.Foam forms：100%
Compressed air and 10% foam solution mix.
Sediment improvement is based on bentonite slurry, supplemented by foaming agent.Using driving speed and consistency is slagged tap as Main Basiss, is fitted
When adjust bentonite incorporation and bentonite slurry injection rate；Situation is slagged tap as foundation using cutter head torque and screw machine, is adjusted in due course
Whole foaming agent volume and injection rate.
Step S15 is executed, after the completion of construction, the disturbance operating mode of construction tunnel is predicted and formulates corresponding control measure.
Laboratory test results show that the pore water pressure of the soil body is the important indicator of measurement construction disturbance degree, and hole
The dissipation and time correlation of water pressure.Under normal circumstances, the ratio that tunnel long-term settlement accounts in total settlement is 30.0%
Change between~90.0%.Therefore, it is necessary to be predicted the development of deformation after work and formulate corresponding technical measures for controlling
The influence of TERM DEFORMATION processed, to ensure the safety of construction of structures.
Long-term settlement control should take appropriate measures for producing cause, and be built when necessary to the construction of protection
Object is reinforced.It carries out the construction disturbance long-term forecast after work and formulates corresponding control measure to be prolonging for micro-disturbance construction technology
It stretches, is the means for verifying construction effect.
The present invention is suitable for having the beneficial effect that for the construction method of liquefied sand stratum shield near-distance passing through building：
Construction of structures is closely passed through in liquefied sand stratum has specific aim and validity；
It can prevent liquefied sand from being disturbed during shield driving and liquefy；
It being capable of effective control settlement, guarantee crossing construction and construction of structures peace with micro-disturbance Construction control construction technology
Entirely.
The present invention has been described in detail with reference to the accompanying drawings, those skilled in the art can be according to upper
It states and bright many variations example is made to the present invention.Thus, certain details in embodiment should not constitute limitation of the invention, this
Invention will be using the range that the appended claims define as protection scope of the present invention.
Claims (7)
1. a kind of construction method suitable for liquefied sand stratum shield near-distance passing through building, which is characterized in that including：
Before construction, the geology and environment of boundary of works area are surveyed, data is surveyed in acquisition；
Include the setting of soil pressure force value according to the technology measure surveyed in Data Design work progress：
Active earth pressure value and passive earth pressure value are calculated using formula, the calculation formula of the active earth pressure value isThe calculation formula of the passive earth pressure value isWherein：σaFor active earth pressure value, σpFor passive earth pressure value, γ is native
Severe, z are earth's surface to tunnel central depths,For the internal friction angle of soil, c is the cohesive strength of soil；
The soil pressure σ of driving face is selected between the active earth pressure value and the passive earth pressure valueHorizontal lateral force；
Ground water pressure force value is calculated using formula, in shield tunneling process, chooses the water flooding pressure value in front of shield cutter
For current ground water pressure force value；In shield stopping process, the hydraulic pressure force value for choosing shield tail rear portion is current ground water pressure
Force value；
The calculation formula of water flooding pressure value in front of the shield cutter is σBefore w cutterheads=q γWaterhWater, wherein q is to be oozed according to soil layer
The empirical value that permeable system determines, q is 0.5 to 1.0 in sand, and q is 0.1 to 0.5, γ in cohesive soilWaterFor the capacity of water, hWaterFor
The height of distance from groundwater cutter head center；
The calculation formula of the hydraulic pressure force value at the shield tail rear portion is σAfter w shield tails=qMortarγWaterH ', wherein qMortarFor according to the infiltration of mortar
The empirical value that coefficient and the turgor of slip casting determine, qMortarIt is 0.5 to 1.0, γWaterFor the capacity of water, h ' is at slip casting and knife
The height difference of disk center；
According to the soil pressure σ for the driving face being calculatedHorizontal lateral force, ground water pressure force value and construction the sum of soil pressure adjusted value
Set soil pressure force value, practical soil pressure force value is controlled in shield tunneling process and set difference between soil pressure force value ±
Within 5%；
Monitoring frequency is improved in shield crossing building, the construction skill is dynamically adjusted according to the monitoring data monitored
Construction parameter in art measure；
In the propelling construction of shield, micro-destabilization slip-casting is carried out for the tube coupling away from 8 ring of shield tail to 10 rings after shield tail is detached from, it is described
Slurries in micro-destabilization slip-casting are mixed using cement, flyash and water, the slump of the slurries in the micro-destabilization slip-casting
Degree control is less than or equal to 0.3MPa in 9cm to 11cm, control grouting pressure；When carrying out micro-destabilization slip-casting, using single slurry perturbation
Dynamic grouting mode, tunnel longitudinal direction grouting sequence take spacer ring to jump the mode beaten, to the tube coupling of slip casting by 1 to 2 injected hole into
Row slip casting, and between the tube coupling of slip casting between be divided into 4 endless tube sections, slip casting not up to require when, shield pause promote；And
After the completion of construction, predicts the disturbance operating mode of construction tunnel and formulate corresponding control measure.
2. it is suitable for the construction method of liquefied sand stratum shield near-distance passing through building as described in claim 1, it is special
Sign is, includes carrying out shield model selection according to the technology measure surveyed in Data Design work progress, to adapt it to
State the geology and environment of boundary of works area；
The parameter of selected shield machine includes：
The aperture opening ratio of shield machine upper tool pan is 40% to 50%；
The rotating speed of shield machine upper slitter dish driving is 0.95rpm to 2.0rpm, and nominal torque is more than or equal to 5500kNm, torsion of getting rid of poverty
Square is more than or equal to 6600kNm；
The maximum gross thrust of propulsion system is more than or equal to 40000kN on shield machine；
The grouting pipeline quantity of synchronous grouting is more than or equal to 4 on shield machine；
The injection hole number that system is improved on shield machine is that 5 are arranged on cutterhead；
Shield machine upper tool pan driving power is more than or equal to 900kw, and general power is more than or equal to 1500kw.
3. it is suitable for the construction method of liquefied sand stratum shield near-distance passing through building as described in claim 1, it is special
Sign is, includes that fltting speed and cutterhead rotating speed control according to the technology measure surveyed in Data Design work progress；
The fltting speed of shield is controlled in 20mm/min to 30mm/min, with stable fltting speed in shield tunneling process
Equilibrium at the uniform velocity promotes；
Cutterhead rotating speed is controlled in 0.9r/min to 1.0r/min.
4. it is suitable for the construction method of liquefied sand stratum shield near-distance passing through building as described in claim 1, it is special
Sign is, includes synchronous grouting control measure, the synchronization according to the technology measure surveyed in Data Design work progress
Grouting serous fluid in grout injection control measure includes sand, flyash, bentonite, Yi Jishui, is stirred with 240: 260: 40: 140 proportioning
It mixes.
5. it is suitable for the construction method of liquefied sand stratum shield near-distance passing through building as claimed in claim 4, it is special
Sign is that the synchronous grouting control measure include control synchronous grouting amount, and synchronization is calculated by grouting amount calculation formula
Grouting amount synchronizes slip casting with 180% to 200% slip casting rate；
The grouting amount calculation formula is Q=V λ, V=π (D2-d2) L/4, wherein：V is fill volume, i.e. shield-tunneling construction causes
Gap, λ be slip casting rate, D be shield cut outer diameter, d be prefabricated pipe section outer diameter, L be section of jurisdiction ring width.
6. it is suitable for the construction method of liquefied sand stratum shield near-distance passing through building as claimed in claim 4, it is special
Sign is that the synchronous grouting control measure include control synchronous grouting pressure,
Critical value on grouting pressure is calculated using formula,
Grouting pressure lower critical value is calculated using formula,Wherein：PupFor grouting pressure
Upper critical value, PmaFor grouting pressure lower critical value, γ is soil body unit weight, and h is injected hole buried depth, and c is soil body cohesive strength；
The grouting pressure of setting is calculated according to critical value on the grouting pressure and the grouting pressure lower critical value, is applying
The grouting pressure that practical grouting pressure tends to setting is controlled in work；
The grouting pressure of setting is calculated by following formula,Wherein：N is safety
Coefficient, P are the grouting pressure of setting.
7. it is suitable for the construction method of liquefied sand stratum shield near-distance passing through building as described in claim 1, it is special
Sign is, in shield driving, into the front of shield and native storehouse, injection bentonite slurry carries out soil improvement, the bentonite
The soil ratio of slurries is 14: 1；Foam is added simultaneously and carries out soil improvement, the foam is by 100% compressed air and 10% bubble
Foam solution mixes, and the foam solution includes 5% additive foam and 95% water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610141899.8A CN105804761B (en) | 2016-03-14 | 2016-03-14 | Construction method suitable for liquefied sand stratum shield near-distance passing through building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610141899.8A CN105804761B (en) | 2016-03-14 | 2016-03-14 | Construction method suitable for liquefied sand stratum shield near-distance passing through building |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105804761A CN105804761A (en) | 2016-07-27 |
| CN105804761B true CN105804761B (en) | 2018-08-31 |
Family
ID=56467335
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610141899.8A Active CN105804761B (en) | 2016-03-14 | 2016-03-14 | Construction method suitable for liquefied sand stratum shield near-distance passing through building |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105804761B (en) |
Families Citing this family (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106285710B (en) * | 2016-08-23 | 2018-07-24 | 中南大学 | A kind of earth pressure balanced shield, EPBS boring parameter control method based on earth's surface deformation |
| CN106547986B (en) * | 2016-11-08 | 2020-01-14 | 苏州大学 | Shield tunnel soil pressure load calculation method |
| CN108049878B (en) * | 2017-11-13 | 2019-06-25 | 浙江大学城市学院 | A kind of powder land floor shield cuts the construction method that stake is crossed the river |
| CN108590669B (en) * | 2018-04-27 | 2020-01-31 | 中铁十二局集团有限公司 | Small-section abrupt slope hydraulic tunnel tunneling construction method |
| CN108643937B (en) * | 2018-04-27 | 2020-01-31 | 中铁十二局集团有限公司 | Prevention and recovery method for hydraulic tunnel lower-crossing residential area |
| CN108678758A (en) * | 2018-04-28 | 2018-10-19 | 青岛新华友建工集团股份有限公司 | Major diameter slurry shield passes through shanty town settlement Control construction over long distances under the conditions of non-reinforced |
| CN111335907B (en) | 2020-03-20 | 2021-11-19 | 中铁十四局集团有限公司 | Control method, control device and storage medium for stratum deformation in shield construction process |
| CN110595598B (en) * | 2019-08-09 | 2021-07-30 | 华北水利水电大学 | Side slope boulder stability monitoring and early warning method based on Doppler remote laser vibration measurement technology |
| CN112576256A (en) * | 2020-11-30 | 2021-03-30 | 中建八局轨道交通建设有限公司 | Construction method for full-section penetration of middle sand and pebble bed by shield |
| CN112901178B (en) * | 2021-01-18 | 2023-03-24 | 中铁上海工程局集团第五工程有限公司 | Thixotropic slurry anti-drag grouting system and grouting method for medium-long distance oversized-diameter jacking pipe |
| CN113264337B (en) * | 2021-05-10 | 2023-03-31 | 中铁十六局集团北京轨道交通工程建设有限公司 | Belt conveying device applied to tunnel construction, tunnel slag discharging system and method |
| CN113266376B (en) * | 2021-05-12 | 2024-06-07 | 济南轨道交通集团有限公司 | Model test device for simulating shield near-grounding underground structure micro-disturbance construction |
| CN113982599A (en) * | 2021-10-09 | 2022-01-28 | 中铁七局集团有限公司 | Shield tunneling construction method for underwater cultural relic protection area of water-bearing sand pebble bed |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3497044B2 (en) * | 1996-05-09 | 2004-02-16 | 株式会社協和エクシオ | Excavation management system in shield method |
| CN101761237B (en) * | 2009-12-24 | 2011-06-01 | 上海隧道工程股份有限公司 | Method for constructing isolation pile for shield tunnel to go through deformation control of buildings and structures at short distance |
| CN103510968A (en) * | 2013-10-22 | 2014-01-15 | 北京交通大学 | Micro-disturbance grouting method for water-rich weak stratum shield to pass through building |
| CN103510960B (en) * | 2013-10-22 | 2016-03-16 | 北京交通大学 | The sectional subsidence control method of a kind of shield structure long distance passing through building group |
| CN103953367B (en) * | 2014-04-18 | 2016-05-04 | 中国水电顾问集团华东勘测设计研究院有限公司 | In hole, eliminate the method for shield tunnel Stratigraphic liquidation |
| CN104533432A (en) * | 2014-12-25 | 2015-04-22 | 上海市基础工程集团有限公司 | Construction method for shield to penetrate through buildings in old town of downtown in complex stratums |
-
2016
- 2016-03-14 CN CN201610141899.8A patent/CN105804761B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN105804761A (en) | 2016-07-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105804761B (en) | Construction method suitable for liquefied sand stratum shield near-distance passing through building | |
| CN108240234B (en) | A kind of Along Railway underlies coal mine gob Grouting method | |
| CN107842374B (en) | The novel inert slurry of shield and combination grouting process for upper soft lower hard water rich strata | |
| CN104153352A (en) | Karst geology rotary-drilling bored concrete pile hole forming process | |
| CN106761782A (en) | A kind of tunneling construction method for wearing operation tunnel under shield in rich water powder land floor | |
| CN110924967B (en) | Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum | |
| CN106285715B (en) | Closely the construction method of first branch bored tunnel is worn in side to balancing earth-pressure shielding machine | |
| CN104074525A (en) | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method | |
| CN108005660A (en) | A kind of Optimization of Expressway Tunnel Construction method | |
| CN104455726A (en) | Pipe-jacking construction method for pipeline bottom grouting reinforcement | |
| CN106088099A (en) | A kind of subway foundation pit anchor cable processing method | |
| CN109763828A (en) | Push-bench tunneling construction method | |
| CN109779639A (en) | Suitable for wearing the anti-floating control method in existing major diameter tunnel in arenaceous stratum shield | |
| CN106812150A (en) | A kind of mountain area steep slope region Road Bridge Pile Foundation construction method | |
| CN105673025A (en) | Underground engineering loess tunnel ground surface settlement control construction process | |
| CN109296371A (en) | MJS method and horizontal freezing joint reinforcement pressure-bearing rich water arenaceous stratum overlap the system and its construction method that section is worn under station | |
| CN107191206B (en) | A kind of six step construction method of Shallow-buried Large-span Tunnel Unit two | |
| CN105971638A (en) | Application of WSS construction method in shield tool changing reinforcement of water-rich sand layer | |
| CN108868796A (en) | For wearing skyscraper group construction method under the shield sharp radius curve and heavy grade under water-rich sand layer | |
| CN109751056A (en) | A kind of water rich strata shield-tunneling construction active well end processing method | |
| CN206129278U (en) | Earth pressure balance shield machine closely inclines and just props up undercut tunnel's construction structures | |
| Mandolini et al. | Experiences gathered from the construction of Napoli underground | |
| CN108222954A (en) | The construction method of shield crossing sand material back filled region | |
| CN205296194U (en) | Rich irrigated land layer undercut tunnel interlock pipe curtain | |
| CN204780857U (en) | Pipe is freezed in slip casting |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |