CN105804761A - Construction method suitable for making shield penetrate through building in close range on liquefied sandy soil stratum - Google Patents
Construction method suitable for making shield penetrate through building in close range on liquefied sandy soil stratum Download PDFInfo
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- CN105804761A CN105804761A CN201610141899.8A CN201610141899A CN105804761A CN 105804761 A CN105804761 A CN 105804761A CN 201610141899 A CN201610141899 A CN 201610141899A CN 105804761 A CN105804761 A CN 105804761A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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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- 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 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 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
Abstract
The invention relates to a construction method suitable for making a shield penetrate through a building in a close range on a liquefied sandy soil stratum. The construction method comprises the steps that before construction, the geology and environment of a construction range are surveyed, and survey data are obtained; construction technical measures in the construction process are designed according to the survey data; the monitoring frequency is increased when the shield penetrates through the building, and construction parameters in the construction technical measures are dynamically adjusted according to monitored monitoring data; during pushing construction of the shield, pipe sections 8-10 rings away from the shield tail after being detached from the shield tail are subjected to micro-disturbance grouting, and the grouting pressure is controlled to be smaller than or equal to 0.3 Mpa; and after construction is finished, the disturbance condition of a construction tunnel is predicted, and corresponding control measured are set out. According to the construction for making the shield penetrate through the building in a close range on the liquefied soil stratum, a micro-disturbance construction control technique is adopted, the situation that liquefied sandy soil is liquefied due to disturbance in the shield pushing process can be avoided, settlement is effectively controlled, and the building safety is guaranteed.
Description
Technical field
The present invention relates to shield-tunneling construction field, refer in particular to a kind of construction method suitable in liquefied sand stratum shield near-distance passing through building.
Background technology
In Construction of Urban Rail Traffic, substantial amounts of subway sectional tunnel adopts shield construction, and have accumulated suitable rich experience.Under normal conditions, can predict and control the impact that surrounding is caused by shield driving preferably.But there is liquefying soil stratum in some areas, it is main and the higher region of level of ground water that soil liquefaction occurs mainly in sandy soil, for instance: alluvial plain that coastal area, river are passed through or girt areal area etc..These regions are often distributed some full subsoil water and saturated loose sand, owing to the structure of themselves is more weak, it is easy to the change of Soil structure occurs because of external force.The Area distribution such as Zhengzhou, Beijing, Wuhan, Shijiazhuang liquefied sand at home, great risk is brought to shield-tunneling construction, once owing to liquefied sand is caused disturbance by construction wrong in shield driving process, make sand liquefaction become quicksand shape, will result in construction disaster and uncontrollable.
When the liquefaction arenaceous stratum that shield crossing stream plasticity is poor, water content high, infiltration coefficient is big, have that ground settlement is difficult to control to, the soil body is by the technical barrier such as disturbed liquefaction, quicksand, in addition shield need to pass through existing building and structures, and domestic correlation experience is not enough, bring great risk to construction.
The character of sand liquefaction and post liquefaction is a very complicated problem, although current research obtains certain progress, but still have the problem that number of values must be studied, the method of discrimination such as rationally liquefied accurately, is particularly suitable for the liquefaction Judgment Method of some special constructions (such as subterranean tunnel etc.).These all await further research.
At present, conventional crossing technology measure there is problems in that
Liquefied sand water content is enriched, and water penetration is very strong.The soil body, when passing through, is produced disturbance and quicksand or the phenomenon that hardens very easily occurs by shield；
Retention of excessive fluid that sand liquefaction causes, gush sand phenomenon and make shield tunneling face lose stable equilibrium, produce excavation face unstability, and then produce to affect on the safety of tunnel itself and periphery construction of structures；
Door gushing water after shield tail and conveying worm, gush sand.In shield driving process, the vibrated pore water pressure of layer of sand increases, and causes and gushs.
In the liquefied sand of poor stability, domestic shield crossing construction experience is not enough, frequently occurs dangerous situation.
Summary of the invention
It is an object of the invention to overcome the defect of prior art, a kind of construction method suitable in liquefied sand stratum shield near-distance passing through building is provided, solve conventional crossing technology exists the soil body is produced disturbance generation quicksand or the phenomenon that hardens, Sand phenomenon that sand liquefaction the causes layer of sand vibrated problem such as gush caused when tunnel and building are produced security implication and shield driving.
The technical scheme realizing above-mentioned purpose is:
A kind of construction method suitable in liquefied sand stratum shield near-distance passing through building of the present invention, including:
Before construction, geology and environment to boundary of works area are surveyed, it is thus achieved that survey data；
According to the technology measure surveyed in Data Design work progress；
Improve monitoring frequency when shield crossing building, dynamically adjust the construction parameter in described technology measure according to the Monitoring Data monitored；
In the propelling construction of shield, micro-destabilization slip-casting is carried out for the tube coupling departed from after shield tail from shield tail 8 ring to 10 rings, serosity in described micro-destabilization slip-casting adopts cement, flyash and water to mix, the slump of the serosity in described micro-destabilization slip-casting controls at 9cm to 11cm, controls grouting pressure less than or equal to 0.3MPa；And
After having constructed, it was predicted that the disturbance operating mode of construction tunnel also formulates corresponding control measure.
The present invention establishes the micro-disturbance Construction Control system of shield tunnel, it is made up of with control the prediction after the monitoring measurement surveyed in prediction and choice, construction before constructing and technology measure and construction, control shield tunnel construction preferably to the disturbance of liquefied sand around shield, prevent the soil body from liquefying, it is ensured that building along the line of constructing is in good service state.By implementing micro-destabilization slip-casting at shield machine rear, decrease building settlement, the Stratum Loss that further filling shield-tunneling construction causes.Shield near-distance passing through building construction in liquefied sand stratum, adopts micro-disturbance Construction Control, it is possible to prevent liquefied sand from being liquefied by disturbance in shield driving process, effective control settlement, the safety of protection building.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, include carrying out shield model selection according to the technology measure surveyed in Data Design work progress, to adapt it to geology and the environment of described 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 that shield machine upper tool pan drives is 0.95rpm to 2.0rpm, and nominal torque is be more than or equal to 5500kN m, and moment of torsion of getting rid of poverty is be more than or equal to 6600kN m；
On shield machine, the maximum gross thrust of propulsion system is be more than or equal to 40000kN；
On shield machine, the grouting pipeline quantity of synchronous grouting is be more than or equal to 4；
On shield machine, the hand-hole quantity of improved system is arrange 5 on cutterhead；
Shield machine upper tool pan drives power be more than or equal to 900kw, and general power is be more than or equal to 1500kw.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, includes soil pressure force value according to the technology measure surveyed in Data Design work progress and sets:
Utilizing formula to calculate active earth pressure value and passive earth pressure value, the computing formula of described active earth pressure value is
The computing formula of described passive earth pressure value isWherein: σaFor active earth pressure value, σpFor passive earth pressure value, γ is the severe of soil, and z is 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 described active earth pressure value and described passive earth pressure valueHorizontal side force；
Utilizing formula to calculate ground water pressure force value, in shield tunneling process, choosing the formation water force value in shield cutter front is current ground water pressure force value；In shield stopping process, choosing the hydraulic pressure force value at shield tail rear portion is current ground water pressure force value；
The computing formula of the formation water force value in described shield cutter front is σBefore w cutterhead=q γWaterhWater, wherein q is the empirical value determined according to soil layer osmosis system, and in sand, q is 0.5 to 1.0, and in cohesive soil, q is 0.1 to 0.5, γWaterFor the capacity of water, hWaterHeight for distance from groundwater cutter head center；
The computing formula of the hydraulic pressure force value at described shield tail rear portion is σAfter w shield tail=qMortarγWaterH ', wherein qMortarFor the empirical value that the turgor of the infiltration coefficient according to mortar and slip casting is determined, qMortarIt is 0.5 to 1.0, γWaterFor the capacity of water, h ' is the discrepancy in elevation of slip casting place Yu cutter head center；
Soil pressure σ according to the driving face calculatedHorizontal side force, ground water pressure force value and construction soil pressure adjusted value sum set soil pressure force value, in shield tunneling process control actual soil pressure force value and setting soil pressure force value between difference within ± 5%.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, includes fltting speed according to the technology measure surveyed in Data Design work progress and cutterhead rotating speed controls；
The fltting speed of shield is controlled at 20mm/min to 30mm/min, at the uniform velocity advances with stable fltting speed equilibrium in shield tunneling process；
Cutterhead rotating speed is controlled at 0.9r/min to 1.0r/min.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, synchronous grouting control measure are included according to the technology measure surveyed in Data Design work progress, grouting serous fluid in described synchronous grouting control measure includes sand, flyash, bentonite, Yi Jishui, and the proportioning with 240: 260: 40: 140 stirs and forms.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, described synchronous grouting control measure include controlling synchronous grouting amount, calculate synchronous grouting amount by grouting amount computing formula, carry out synchronous grouting with the slip casting rate of 180% to 200%；
Described grouting amount computing formula is Q=V λ, V=π (D2-d2) L/4, wherein: V is fill volume, the space that namely shield-tunneling construction causes, λ is slip casting rate, and D is shield cutting external diameter, and d is prefabricated pipe section external diameter, and L is section of jurisdiction ring width.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, and described synchronous grouting control measure include controlling synchronous grouting pressure,
Formula is utilized to calculate marginal value on grouting pressure,
Formula is utilized to calculate grouting pressure lower critical value,Wherein: PupFor marginal value on grouting 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；
Calculate the grouting pressure of setting according to marginal value on described grouting pressure and described grouting pressure lower critical value, construction controls the grouting pressure that actual grouting pressure tends to setting；
The grouting pressure set is calculated by equation below,Wherein: n is safety coefficient, P is the grouting pressure set.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, when carrying out micro-destabilization slip-casting, adopt single liquid slurry micro-destabilization slip-casting mode, the tube coupling of slip casting is carried out slip casting by 1 to 2 injected hole, and 4 endless tubes that are spaced apart between the tube coupling of slip casting save.
The present invention is applicable to further improvement is that of the construction method of liquefied sand stratum shield near-distance passing through building, in shield driving, injecting bentonite slurry in the front of shield and soil storehouse and carry out soil improvement, the soil ratio of described bentonite slurry is 14: 1；Being simultaneously introduced foam and carry out soil improvement, described foam is mixed by the foam solution of 100% compression air and 10%, and described foam solution includes the additive foam of 5% and the water of 95%.
Accompanying drawing explanation
Fig. 1 is the flow chart that the present invention is applicable to the construction method of liquefied sand stratum shield near-distance passing through building.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the invention will be further described.
The invention provides a kind of construction method suitable in liquefied sand stratum shield near-distance passing through building, the liquefaction arenaceous stratum poor particular for stream plasticity, water content high, infiltration coefficient is big, it is contemplated that research liquefaction arenaceous stratum shield near-distance passing through building and structures micro-disturbance control construction technology, work progress reduces the shield disturbance to liquefied sand, it is ensured that sand does not produce liquefaction.The present invention proposes the micro-disturbance technology measure in crossing construction, controls building and structure sedimentation that closely crossing construction causes, it is ensured that the safety of building and structures, improves shield driving efficiency in liquefied sand stratum.The construction method present invention being applicable to liquefied sand stratum shield near-distance passing through building below in conjunction with accompanying drawing illustrates.
Consult Fig. 1, it is shown that the present invention is applicable to the flow chart of the construction method of liquefied sand stratum shield near-distance passing through building.Below in conjunction with Fig. 1, the construction method that the present invention is applicable to liquefied sand stratum shield near-distance passing through building illustrates.
As shown in Figure 1, the construction method of the present invention is control shield tunnel construction to the disturbance of liquefied sand around shield, prevent the soil body from liquefying, guarantee that construction building along the line and structures are in good service state, establishing the micro-disturbance Construction Control system of shield tunnel, this micro-disturbance Construction Control system is made up of with controlling three parts the long-term forecast after prediction terminates with technology measure control and construction with the monitoring measurement in choice, work progress of surveying before constructing.The construction method being applicable to liquefied sand stratum shield near-distance passing through building of the present invention includes:
Performing step S11, before construction, geology and environment to boundary of works area are surveyed, and obtain and survey data.Before construction, the engineering geology in prescribed limit and environment are surveyed, including the physico-mechanical properties on stratum, hydrogeological characteristic, periphery construction of structures state etc..It addition, must also the basis in construction of structures operational phase and periphery construction disturbance be investigated, and strengthening prospecting density and intensity to passing through part, the method combined by the multiple mode of surveying ensures the accuracy of data of surveying.
Performing step S12, according to the technology measure surveyed in Data Design work progress, technology measure includes shield model selection, soil pressure sets, synchronous grouting controls and soil improvement.
Perform step S13, improve monitoring frequency when shield crossing building, dynamically adjust construction parameter according to Monitoring Data.Work progress is monitored, due to shield-tunneling construction on building, the continuous construction of the Unpredictability of structures impact and 24h, therefore improve monitoring frequency when crossing construction.The measuring point laying of monitoring project need to consider the sequence of construction of each subdivisional work, the requirement protecting object and the factor such as the relative position relation of shield tunnel, surrounding protection.By the analysis of Monitoring Data is dynamically adjusted construction parameter.
Technology measure is controlled, shield-tunneling construction the disturbance of the soil body is shown as shield to the extruding of the soil body and loosen, loading and unloading, pore water pressure rise and fall cause the variation of soil nature, surface uplift and sinking etc..Shield construction causes the immanent cause that surrounding formation deforms to be that the initial stress state of the soil body there occurs change so that undisturbed soil experienced by the stress path that extruding, shearing, distortion etc. are complicated.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, tunnel upper load impact etc..The present invention mainly carries out research and innovation with regard to aspects such as shield model selection, soil pressure setting, synchronous grouting control, soil improvements, it is provided that go out 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 geology and the environment of described boundary of works area.Shield machine should carry out reasonable selection for geology characteristic (liquefied sand stratum) and engineering specifications (under wear existing construction of structures), so as to adapt to engineering construction requirement.According to this running tunnel feature, shield machine is had following requirement: (1) meets the construction requirement of liquefaction grittiness geological conditions, parameters for tunnel；(2) engineering-environment is adapted to, it is ensured that engineering safety；(3) its configuration meets construction period；(4) requirement of protection environment is met.The main configuration parameter of shield machine is in Table 1:
Table 1: shield machine mainly configures, feature and menu
Include soil pressure force value according to the technology measure surveyed in Data Design work progress to set, principle according to earth pressure balanced shield, EPBS, pressure in soil storehouse with the front Water And Earth Pressures balance of excavation face, to maintain stablizing of the excavation face soil body, must reduce the disturbance to soil layer.The soil pressure force value of shield driving in liquefied sand is calculated according to Rankine Earth Pressure principle.
Active earth pressure and passive earth pressure calculate, if shield machine speed of conveying worm casting in tunneling process enters soil speed more than cutterhead, will cause that sealed compartment casting is unbalance, sealed compartment soil pressure is caused to reduce, the soil pressure making driving face is active earth pressure state by earth pressure at rest state transfer, and the shield machine top soil body has the trend of slide downward, cause ground settlement.The computing formula of active earth pressure value isIf shield machine speed of conveying worm casting in tunneling process enters soil speed less than cutterhead, also will cause that sealed compartment casting is unbalance, sealed compartment soil pressure is caused to increase, the soil pressure making driving face is passive earth pressure state by earth pressure at rest state transfer, and the shield machine top soil body has the trend of upward sliding, cause surface uplift.The computing formula of passive earth pressure value isWherein: σaFor active earth pressure value, σpFor passive earth pressure value, γ is the severe of soil, and z is 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 side force；From controlling ground settlement and preventing the angle of sand liquefaction from considering, rational driving face soil pressure should between active earth pressure and passive earth pressure: σa≤σHorizontal side force≤σp。
Formula is utilized to calculate ground water pressure force value, in tunneling process, along with cutterhead is constantly pushed ahead, the pressure in soil storehouse is near primitive soil force value, considering resistance when water flows in soil, during driving, the water pressure in stratum can take the circumstances into consideration to consider according to the infiltration coefficient on stratum.Due to the existence of pressure head difference in stratum, subsoil water will necessarily constantly flow in soil storehouse, till pressure head difference in stratum being eliminated.In shield tunneling process, choosing the formation water force value in shield cutter front is current ground water pressure force value；In shield stopping process, choosing the hydraulic pressure force value at shield tail rear portion is current ground water pressure force value；The computing formula of the formation water force value in shield cutter front is σBefore w cutterhead=q γWaterhWater, wherein q is the empirical value determined according to soil layer osmosis system, and in sand, q is 0.5 to 1.0, and in cohesive soil, q is 0.1 to 0.5, γWaterFor the capacity of water, nWaterHeight for distance from groundwater cutter head center；The computing formula of the hydraulic pressure force value at shield tail rear portion is σAfter w shield tail=qMortarγWaterH ', wherein qMortarFor the empirical value that the turgor of the infiltration coefficient according to mortar and slip casting is determined, qMortarIt is 0.5 to 1.0, γWaterFor the capacity of water, h ' is the discrepancy in elevation of slip casting place Yu cutter head center；
Soil pressure σ according to the driving face calculatedHorizontal side force, ground water pressure force value and construction soil pressure adjusted value sum set soil pressure force value, in shield tunneling process control actual soil pressure force value and setting soil pressure force value between difference within ± 5%.σInitial setting=σHorizontal side force+σHorizontal water pressure+σAdjust, in formula: σInitial settingFor the shield soil storehouse soil pressure primarily determined that, σHorizontal side forceFor horizontal side force, σHorizontal water pressureFor formation water pressure, σAdjustFor revising construction soil pressure, the theoretical value passing through soil pressure is calculated according to formula, actual soil pressure setting value is finely tuned according to settling data analysis, draws reasonably construction soil pressure force value, and the difference simultaneously ensured between actual soil pressure and setting value in progradation controls in ± 5%.
Include fltting speed according to the technology measure surveyed in Data Design work progress and cutterhead rotating speed controls；The fltting speed of shield is controlled at 20mm/min to 30mm/min, at the uniform velocity advances with stable fltting speed equilibrium in shield tunneling process；Cutterhead rotating speed is controlled at 0.9r/min to 1.0r/min.Liquefied sand stratum is passed through construction of structures should accomplish: reduce fltting speed, strict shield direction, the attitudes vibration of controlling, minimizing correction, particularly stop to be worth greatly correction, it is ensured that shield is steadily passed through.Meanwhile, cutterhead rotating speed should be passed through to coordinate with the effective of fltting speed, it is ensured that the cutterhead front effective support dead ahead soil body, it is to avoid a mask deficiency otch front produces sedimentation, it is prevented that sand liquefies.Shield driving speed controlling is at 20mm/min～30mm/min, and suitably adjusts according to Monitoring Data.When passing through section construction, keep fltting speed stable, it is ensured that shield equilibrium is at the uniform velocity passed through, to reduce the disturbance to the periphery soil body, in order to avoid structure is had a negative impact as far as possible.Cutterhead rotating speed controls at 0.9～1.0r/min.
Technology measure also includes the amount of being unearthed and controls, and constructs in liquefied sand, and unearthed amount controls in the 98% to 100% of theoretical value, forbids to backbreak.Technology measure also includes TBM's position control, passing through period, the disturbance to the soil body can be increased when carrying out plane or elevation correction because of shield, therefore in crossing process, guarantee that shield is when front sedimentation is good, reduce shield correction amount and correction number of times as far as possible, reduce the disturbance to liquefied sand, it is prevented that the soil body liquefies.
Synchronous grouting control measure are included according to the technology measure surveyed in Data Design work progress.For the liquefied sand stratum that infiltration coefficient is big, synchronous grouting requires serosity energy Fast Filling, and water-retaining property is strong, does not isolate, and decant rate is little, not easily by performances such as subsoil water dilute after injection, and must ensure later strength.Therefore at liquefied sand stratum shield-tunneling construction, synchronous grouting material must have the gel time of matters, less syneresis rate, stronger water resistant dispersibility.
Grouting serous fluid in synchronous grouting control measure is anti-shearing mortar, by sand, flyash, bentonite, high-consistency, high shearing resistance, inertia list liquid mortar is become with water mix, liquefied sand can block water rapidly, Fast Filling, early strength is high, water-retaining property isolates by force and not easily, and this simultaneous grouting slurry match ratio (weight ratio) is in Table 2:
| Flyash | Sand | Bentonite | Water |
| 260 | 240 | 40 | 140 |
Table 2: simultaneous grouting slurry proportioning
Synchronous grouting control measure include controlling synchronous grouting amount, in shield tunneling process, the standard of grouting amount and grouting pressure dual control should be adopted to be controlled.Grouting amount and grouting pressure dynamically adjust according to Monitoring Data.In liquefied sand stratum, slip casting rate generally should be 180%～200%.Calculate synchronous grouting amount by grouting amount computing formula, carry out synchronous grouting with the slip casting rate of 180% to 200%.Synchronous grouting amount computing formula is as follows:
Q=V λ, V=π (D2-d2) L/4, wherein: V is fill volume, the space that namely shield-tunneling construction causes, λ is slip casting rate, and D is shield cutting external diameter, and d is prefabricated pipe section external diameter, and L is section of jurisdiction ring width.
Described synchronous grouting control measure include controlling synchronous grouting pressure, and the optimum of synchronous grouting pressure should be determined on the basis of foundation condition, equipment performance, slurry characteristics and support pressure considering.Lower critical grouting pressure PmaStablizing of top soil block must be maintained down, so as to do not stay；Upper critical grouting pressure PupStablizing of bottom soil block must be maintained, so as to do not swell.
Formula is utilized to calculate marginal value on grouting pressure,
Formula is utilized to calculate grouting pressure lower critical value,Wherein: PupFor marginal value on grouting 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；
Calculate the grouting pressure of setting according to marginal value on described grouting pressure and described grouting pressure lower critical value, construction controls the grouting pressure that actual grouting pressure tends to setting；
The grouting pressure set is calculated by equation below,Wherein: n is safety coefficient, P is the grouting pressure set.It practice, grouting pressure and theoretical formula method value are more or less the same in construction, grouting pressure is approximately in 0.3MPa to 0.4MPa, and under this condition, soil layer around is filling rather than splitting by slip casting, it is possible to prevents liquefaction of soil mass, makes slip casting reach ideal effect.
Technology measure also includes the tail sealing of shield machine and controls, liquefied sand stratum adopts in shield crossing construction of structures work progress import Condar spy's seal grease, tail sealing effect is controlled by the intrusion of seal grease and pressure, and Real Time Observation shield tail is with or without spillage phenomenon, once occur that spillage region is increased oils and fats intrusion blocks；In addition foam strip it is equipped with in shield machine as shield tail spillage emergency materials.
Perform step S14, in shield driving construction, carry out micro-destabilization slip-casting for the tube coupling after shield tail, carry out micro-destabilization slip-casting for the tube coupling departed from after shield tail from shield tail 8 ring to 10 rings, control grouting pressure less than or equal to 0.3MPa.When carrying out micro-destabilization slip-casting, adopt single liquid slurry micro-destabilization slip-casting mode, the tube coupling of slip casting is carried out slip casting by 1 to 2 injected hole, and 4 endless tubes that are spaced apart between the tube coupling of slip casting save.For reducing construction of structures sedimentation, the Stratum Loss that further filling shield-tunneling construction causes, micro-destabilization slip-casting after wall is implemented at shield machine rear.According to monitoring materials, after shield tail 8～10 ring is deviate from section of jurisdiction, carry out micro-destabilization slip-casting.Adopt single liquid slurry micro-destabilization slip-casting mode, meet multiple spot, on a small quantity, repeatedly, uniform principle, tunnel longitudinal direction grouting sequence takes spacer ring to jump the mode beaten, every ring is once constructed 1～2 hole, each two construction central spacer 4 ring, grouting pressure is crossed senior general and the region soil body is produced relatively large disturbances, therefore beats in pipe slip casting process and should strengthen the control to grouting pressure, and grouting pressure should be not more than 0.3MPa.Serosity injects stratum by the injected hole of section of jurisdiction, and takes when constructing to advance and the mode of slip casting linkage, and slip casting is not up to requiring, shield suspends propelling, deforms to prevent the soil body from continuing.Micro-destabilization slip-casting serosity selects cement mortar, and proportioning (weight ratio) is in Table 3:
| Cement | Flyash | Water | Slump (cm) |
| 1 | 3 | In right amount | 9 to 10 |
Table 3: cement mortar proportion
Technology measure also includes soil improvement control, and tunneling sediment improvement in liquefied sand needs to solve problems with:
(1) the impermeabilisation ability of dregs in soil storehouse is improved, it is to avoid the cutterhead front soil body causes bigger ground settlement or cave-in accident to occur because of discharging consolidation.
(2) reduce the internal friction angle of dregs and the cutterhead front soil body in soil storehouse, reduce the dregs abrasion to knife disc tool, reduce cutter head torque.
(3) plasticity of dregs in soil storehouse is improved, it is prevented that dregs sticks to forms mud cake on cutterhead.
(4) owing to layer of sand dense water is poor, after driving is shut down, in soil storehouse sand easily isolate, precipitate, closely knit, when making cutterhead be again started up, moment of torsion is big, and difficulty in starting is big to shield machine equipment damage.
(5) adopt and can produce spewing phenomenon because of dregs dense water difference during earth pressure balance pattern driving.
(6) dregs workability is poor, and screw machine is slagged tap not smooth, causes that driving speed is slow, and boring parameter is wayward.
Present invention employs sodium bentonite serosity and foam as sediment improvement agent, sediment improvement effect is better.Progradation injects bentonite slurry improvement dregs toward Tu Cang and the front soil body.Owing to bentonitic injection is effectively guaranteed the pressure of Tu Cang, allow layer of sand excess pore water pressure while discharging, increase the degree of compaction of layer of sand, reduce the generation of liquefaction situation；Inject be entirely around shield body after bentonite modified after dregs, reduce grouting at the tail of the shield machine pressure, it is possible to efficiently reduce backfill Stratum Loss, reduce ground settlement.
Tunneling in liquefied sand, if only using bentonite to do sediment improvement agent, cutter head torque can be very big, advances difficulty；Only using foam sediment improvement, soil ratio in soil storehouse can be made to become big, strengthen risk of gushing, improved effect is also unsatisfactory, and the soil pressure in soil storehouse can be caused influence of fluctuations, strengthens the probability of liquefaction of soil mass.Therefore tunnel in liquefied sand stratum, need to, with the use of bentonite slurry and foam, be auxiliary combining in order based on bentonite slurry improvement, foam improvement, it is prevented that the liquefaction of sand.
Practical application in lot of experiments and construction produce, has summed up some key propertys of different soil ratio serosity:
(1) soil ratio be 9: 1 bentonite slurry become paste, do not possess pumping；
(2) soil ratio is the bentonite slurry relatively thickness of 12: 1, and viscosity 130s, pumping is poor；
(3) soil ratio be 14: 1 bentonite slurry rarer, viscosity 35s, pumping is better.
The ratio implementing foam in the examination propulsion phase selects work, determines the Foam Expansion rate of foam, consistency of foam and foam injection rate by test simultaneously, the composition of foam solution used: additive foam 5%, water 95%.Foam forms: 100% compression air and 10% foam solution mix.
Sediment improvement is based on bentonite slurry, and foam is auxiliary.With driving speed and slag tap denseness for Main Basis, timely adjustment bentonite incorporation and bentonite slurry injection rate；Slag tap situation for foundation with cutter head torque and screw machine, adjusts foam volume and injection rate in good time.
Perform step S15, after having constructed, it was predicted that the disturbance operating mode of construction tunnel also formulates corresponding control measure.
Laboratory test results shows, the pore water pressure of the soil body is the important indicator weighing construction disturbance degree, and the dissipation of pore water pressure and time correlation.Under normal circumstances, the ratio that tunnel long-term settlement accounts in total settlement changes between 30.0%～90.0%.Therefore, it is necessary to the development of deformation after work is predicted and formulates corresponding technical measures for controlling the impact of TERM DEFORMATION, to ensure the safety of construction of structures.
Long-term settlement controls to take appropriate measures for producing cause, and when being necessary the construction of structures of protection is reinforced.Carry out the construction disturbance long-term forecast after work and formulate the extension that corresponding control measure are micro-disturbance construction technologies, being the means of checking construction effect.
The present invention is applicable to having the beneficial effect that of the construction method of liquefied sand stratum shield near-distance passing through building
Liquefied sand stratum closely passes through construction of structures is pointed and effectiveness；
It is prevented from liquefied sand to be liquefied by disturbance in shield driving process；
Use the micro-disturbance Construction control construction technology can effective control settlement, it is ensured that crossing construction and construction of structures safety.
Above in association with accompanying drawing embodiment, the present invention being described in detail, the present invention can be made many variations example by those skilled in the art according to the above description.Thus, some details in embodiment should not constitute limitation of the invention, the present invention by the scope that defines using appended claims as protection scope of the present invention.
Claims (9)
1. the construction method being applicable to liquefied sand stratum shield near-distance passing through building, it is characterised in that including:
Before construction, geology and environment to boundary of works area are surveyed, it is thus achieved that survey data；
According to the technology measure surveyed in Data Design work progress；
Improve monitoring frequency when shield crossing building, dynamically adjust the construction parameter in described technology measure according to the Monitoring Data monitored；
In the propelling construction of shield, micro-destabilization slip-casting is carried out for the tube coupling departed from after shield tail from shield tail 8 ring to 10 rings, serosity in described micro-destabilization slip-casting adopts cement, flyash and water to mix, the slump of the serosity in described micro-destabilization slip-casting controls at 9cm to 11cm, controls grouting pressure less than or equal to 0.3MPa；And
After having constructed, it was predicted that the disturbance operating mode of construction tunnel also formulates corresponding control measure.
2. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 1, it is characterized in that, include carrying out shield model selection according to the technology measure surveyed in Data Design work progress, to adapt it to geology and the environment of described 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 that shield machine upper tool pan drives is 0.95rpm to 2.0rpm, and nominal torque is be more than or equal to 5500kN m, and moment of torsion of getting rid of poverty is be more than or equal to 6600kN m；
On shield machine, the maximum gross thrust of propulsion system is be more than or equal to 40000kN；
On shield machine, the grouting pipeline quantity of synchronous grouting is be more than or equal to 4；
On shield machine, the hand-hole quantity of improved system is arrange 5 on cutterhead；
Shield machine upper tool pan drives power be more than or equal to 900kw, and general power is be more than or equal to 1500kw.
3. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 1, it is characterised in that include soil pressure force value according to the technology measure surveyed in Data Design work progress and set:
Utilizing formula to calculate active earth pressure value and passive earth pressure value, the computing formula of described active earth pressure value is
The computing formula of described passive earth pressure value isWherein: σaFor active earth pressure value, σpFor passive earth pressure value, γ is the severe of soil, and z is 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 described active earth pressure value and described passive earth pressure valueHorizontal side force；
Utilizing formula to calculate ground water pressure force value, in shield tunneling process, choosing the formation water force value in shield cutter front is current ground water pressure force value；In shield stopping process, choosing the hydraulic pressure force value at shield tail rear portion is current ground water pressure force value；
The computing formula of the formation water force value in described shield cutter front is σBefore w cutterhead=q γWaterhWater, wherein q is the empirical value determined according to soil layer osmosis system, and in sand, q is 0.5 to 1.0, and in cohesive soil, q is 0.1 to 0.5, γWaterFor the capacity of water, hWaterHeight for distance from groundwater cutter head center；
The computing formula of the hydraulic pressure force value at described shield tail rear portion is σAfter w shield tail=qMortarγWaterH, wherein qMortarFor the empirical value that the turgor of the infiltration coefficient according to mortar and slip casting is determined, qMortarIt is 0.5 to 1.0, γWaterFor the capacity of water, h is the discrepancy in elevation of slip casting place and cutter head center；
Soil pressure σ according to the driving face calculatedHorizontal side force, ground water pressure force value and construction soil pressure adjusted value sum set soil pressure force value, in shield tunneling process control actual soil pressure force value and setting soil pressure force value between difference within ± 5%.
4. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 1, it is characterised in that include fltting speed according to the technology measure surveyed in Data Design work progress and cutterhead rotating speed controls；
The fltting speed of shield is controlled at 20mm/min to 30mm/min, at the uniform velocity advances with stable fltting speed equilibrium in shield tunneling process；
Cutterhead rotating speed is controlled at 0.9r/min to 1.0r/min.
5. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 1, it is characterized in that, synchronous grouting control measure are included according to the technology measure surveyed in Data Design work progress, grouting serous fluid in described synchronous grouting control measure includes sand, flyash, bentonite, Yi Jishui, and the proportioning with 240: 260: 40: 140 stirs and forms.
6. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 5, it is characterized in that, described synchronous grouting control measure include controlling synchronous grouting amount, calculate synchronous grouting amount by grouting amount computing formula, carry out synchronous grouting with the slip casting rate of 180% to 200%；
Described grouting amount computing formula is Q=V λ, V=π (D2-d2) L/4, wherein: V is fill volume, the space that namely shield-tunneling construction causes, λ is slip casting rate, and D is shield cutting external diameter, and d is prefabricated pipe section external diameter, and L is section of jurisdiction ring width.
7. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 5, it is characterised in that described synchronous grouting control measure include controlling synchronous grouting pressure,
Formula is utilized to calculate marginal value on grouting pressure,
Formula is utilized to calculate grouting pressure lower critical value,Wherein: PupFor marginal value on grouting 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；
Calculate the grouting pressure of setting according to marginal value on described grouting pressure and described grouting pressure lower critical value, construction controls the grouting pressure that actual grouting pressure tends to setting；
The grouting pressure set is calculated by equation below,Wherein: n is safety coefficient, P is the grouting pressure set.
8. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 1, it is characterized in that, when carrying out micro-destabilization slip-casting, adopt single liquid slurry micro-destabilization slip-casting mode, the tube coupling of slip casting is carried out slip casting by 1 to 2 injected hole, and 4 endless tubes that are spaced apart between the tube coupling of slip casting save.
9. the construction method being applicable to liquefied sand stratum shield near-distance passing through building as claimed in claim 1, it is characterized in that, in shield driving, injecting bentonite slurry and carry out soil improvement in the front of shield and soil storehouse, the soil ratio of described bentonite slurry is 14: 1；Being simultaneously introduced foam and carry out soil improvement, described foam is mixed by the foam solution of 100% compression air and 10%, and described foam solution includes the additive foam of 5% and the water of 95%.
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| CN106547986B (en) * | 2016-11-08 | 2020-01-14 | 苏州大学 | Shield tunnel soil pressure load calculation method |
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| 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 |
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| CN110595598A (en) * | 2019-08-09 | 2019-12-20 | 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 |
| WO2021184507A1 (en) * | 2020-03-20 | 2021-09-23 | 中铁十四局集团有限公司 | Stratum deformation control method and apparatus for shield construction process and non-volatile storage medium |
| 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 |
| CN112901178A (en) * | 2021-01-18 | 2021-06-04 | 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 |
| 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 |
| CN113264337A (en) * | 2021-05-10 | 2021-08-17 | 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 |
| 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 |
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