CN107119669A - For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer - Google Patents

For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer Download PDF

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Publication number
CN107119669A
CN107119669A CN201710370170.2A CN201710370170A CN107119669A CN 107119669 A CN107119669 A CN 107119669A CN 201710370170 A CN201710370170 A CN 201710370170A CN 107119669 A CN107119669 A CN 107119669A
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CN
China
Prior art keywords
water
house
steel pipe
shield
drilling rod
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CN201710370170.2A
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Chinese (zh)
Inventor
翟世鸿
谭啸峰
许超
李计金
陶义怀
刘国栋
陈培帅
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中交第二航务工程局有限公司
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Priority to CN201710370170.2A priority Critical patent/CN107119669A/en
Publication of CN107119669A publication Critical patent/CN107119669A/en

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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12Consolidating by placing solidifying or pore-filling substances in the soil

Abstract

The invention discloses a kind of pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, including:Perforate is drilled with the position away from house, the perforate includes tilting section and horizontal segment, the horizontal segment of each perforate is respectively positioned on below house foundation, then the placing steel tubes into perforate, steel pipe is located at the multiple injected holes in surface of the part of horizontal segment;Some annular waterpower stop grouting plugs of colligation on the drilling rod of rig, two neighboring annular waterpower stop grouting plug is located at the both sides of a grout outlet of drilling rod, and drilling rod is put into steel pipe;When certain position needs slip casting on horizontal segment, to drilling rod on two of correspondence position both sides annular waterpower stop grouting plug pump water so that steel pipe inner wall forms an annular compartment closed at both ends with two stop grouting plugs and drilling-rod external wall, then by drilling rod to annular compartment slip casting.The present invention can be constructed at a distance, and steel pipe is stayed in the earth formation, can in time be pinpointed during shield driving, quantitatively tracking grouting.

Description

For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer

Technical field

The present invention relates to shield tunnel construction field.It is more particularly related to utilize directional drilling technique and ground Face slurry injection technique, enters in water-rich sand layer middle and long distance, high-precision directional drill, and accurate grouting reinforces the construction of shallow foundation house foundation Technique.

Background technology

With the development of metro construction, subway line is increasingly intensive, can not using shield construction subway tunnel What is avoided runs into the situation that housing construction is passed through in various unfavorable geology middle and long distances, using balancing earth-pressure shielding machine in rich water sand Tunneling construction is easier to cause ground disturbance in layer;Meanwhile, shield machine is in compound stratum, and boring parameter is often difficult to accurate control Make and then backbreak and spewing phenomenon, cause surface collapse, and then cause side to wear house foundation differential settlement, cause house to be opened Split.It is the common method for solving the problem that grouting and reinforcing is carried out to stratum, and existing grouting mode is varied including ground sleeve valve The mode such as slip casting in pipe slip casting, shield synchronization slip casting and tunnel, however these grouting methods often focus on optimization grout coordinate ratio, The parameters such as single biliquid combination, it is therefore an objective to solve ground and have occurred and that the supplement grouting mode after sedimentation, on house foundation basis By injecting slurries lifting ground into stratum in the case of generation sedimentation and deformation;The method that existing pre-pouring grout is reinforced is commonly used It is difficult to control in small range, short distance grouting and reinforcing, and slip casting precision and slip casting effect.

The content of the invention

Reinforce ground it is an object of the present invention to provide a kind of pre-pouring grout for wearing house for shield side in water-rich sand layer Based method, it wears housing construction suitable for earth pressure balanced shield, EPBS side, perforate, long range can creep into (most long 1km), height at a distance Precision (slip casting position deviation ± 0.5m), the horizontal orientation note of low disturbance (the grand heavy ± 5mm of the soil body in the range of stabilization zone in construction) Slurry reinforces the construction method of water-rich sand layer, can make no cohesiveness using the compound slurries of rational proportion and different slip castings combination Loose sand consolidation and sclerosis, improve soil layer compactness and globality.

Shield is used in water-rich sand layer there is provided one kind according to object of the present invention and further advantage in order to realize The pre-pouring grout consolidated subsoil method in house is worn in side, including:

Perforate is drilled with the position away from house, the perforate includes tilting section and horizontal segment, the equal position of horizontal segment of each perforate Below the house foundation, then placing steel tubes into perforate, steel pipe is located at the multiple injected holes in surface of the part of horizontal segment;

Some annular waterpower stop grouting plugs of colligation on the drilling rod of rig, two neighboring annular waterpower stop grouting plug is located at drilling rod The both sides of one grout outlet, and drilling rod is put into steel pipe;

When certain position needs slip casting on horizontal segment, to drilling rod on two of correspondence position both sides annular waterpower stop grouting plug pumps Water so that steel pipe inner wall and two stop grouting plugs and drilling-rod external wall formation one annular compartment closed at both ends, then by drilling rod to Annular compartment slip casting.

Preferably, the described pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, steel pipe Stretch into one end closing of perforate;

Drilling rod is put into after steel pipe, into drilling rod, the annular space between drilling rod and steel pipe is extremely full of by pressure injection filler, Then in ground surface blockage annular space;

Wherein, the preparation method of the filler includes:1:1 clay-waterglass is combined in dual slurry and adds slurries The CMC of volume 6% and the retarder of slurry volume 1.5%.

Preferably, the described pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, is used Clay cement mortar and the alternating slip casting of composite water mud;

Wherein, the raw material of the clay cement mortar includes cement, clay and waterglass, and the proportion of clay cement mortar is 1.26, cement addition 600kg/m3, waterglass addition is 30L/m3

The composite water mud reclaimed water mud, triethanolamine, the mass ratio of salt and cement are 1000:0.56:5.6: 1250。

Preferably, the described pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, is drilled with In Tapping procedures, banketing and calcium-base bentonite slurries are used in clay layer as drilling fluid;

Wherein, the ratio of calcium-base bentonite and water is 1 in calcium-base bentonite slurries:5~6, the addition of powdered whiting For the 1% of slurries total amount, the addition of soda ash is the 5% of bentonite weight, and the addition of spectrum retaining wall agent is slurries total amount 3%, the addition of sulfonated lignite resin is the 1%~2% of slurries total amount;

Wherein, it is drilled with Tapping procedures, the proportion of the slurry coat method used is 1.15~1.3, and silt content is less than 0.6%, Fluid loss is 6~10ml/30min;

Wherein, in argillic horizon, using the slurry coat method that viscosity is 35~45s, in water-rich sand layer, it is more than 45s using viscosity Slurry coat method.

Preferably, the described pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, steel pipe It is spliced by more piece, annular groove screw thread type is connected between each section;

Wherein, it is spaced 0.5 meter on the steel pipe joint for horizontal segment and is provided with a circle injected hole.

Preferably, the described pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, perforate A diameter of 153 millimeters, a diameter of 108 millimeters of steel pipe, a diameter of 10 millimeters of injected hole.

Preferably, the described pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, is tilted The angle of section and horizontal segment is 87~92 degree, and horizontal segment is apart from tunnel vault not less than 2 meters.

Preferably, the described pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, remote Location interval from house is drilled with multiple perforates, and the range of grouting of adjacent apertures is intersected, and after the completion of slip casting, steel pipe does not take Go out.

The present invention at least includes following beneficial effect:

1st, grouting method proposed by the present invention is combined surface grout injection technology with directional drilling technique, is formed and is applied to shield The ground long range directional drilling horizontal grouting reinforcement technique of construction field, can reduce above ground structure, municipal pipeline sedimentation Risk, realization collapses the supplement grouting and reinforcing during carrying out advanced pre-reinforcement and shield driving in stratum in weakness, easily, uses Compound slurries can improve water-rich sand layer compactness (SPT blow count is enhanced about more than once).

2nd, the present invention can solve the problem that soil pressure balance shielding causes at rich water sand clay stratum Zhong Cechuan ground shallow foundation house Settlement of foundation problem, overcome conventional ground grouting and reinforcing technology reinforcing scope it is small, need reinforce object near construct lack Fall into, different from conventional ground reinforcing mode, use prefabricated steel pipe in horizontal drilling, pore-forming is stayed after terminating can play in the earth formation The effect of pipe shed support, while can also be fed back according to Ground Subsidence Monitoring during shield driving, carries out follow-up multiple, fixed point, quantifies Tracking grouting.

3rd, work zone of the invention can avoid the block of densely populated place, carry out remote underground construction, true rationally Need not be carried out behind the orientation blowing angle, deflecting segment length and the slip casting area that determine stabilization zone scope pipeline move, housing demolition etc. Work, traffic and the normal life of resident are not influenceed.Compared with traditional straight hole grouting mode, horizontal orientation drilling pre-pouring grout can shape Growth improves loose sand self-stability apart from pipe canopy formula grouting and reinforcing body, and short construction period does not influence shield-tunneling construction to enter Degree;Embedded steel tube is stayed in the earth formation, can in time be pinpointed, determined during shield driving according to surface deformation monitoring situation Amount ground tracking grouting.

Further advantage, target and the feature of the present invention embodies part by following explanation, and part will also be by this The research and practice of invention and be understood by the person skilled in the art.

Brief description of the drawings

Fig. 1 is construction process figure of the invention;

Fig. 2 is construction schematic diagram of the invention.

Embodiment

The present invention is described in further detail below in conjunction with the accompanying drawings, to make those skilled in the art with reference to specification text Word can be implemented according to this.

As shown in Figure 1, 2, the present invention provides a kind of pre-pouring grout for wearing house for shield side in water-rich sand layer and reinforces ground Based method, including:

Perforate is drilled with the position away from house, the perforate includes tilting section and horizontal segment, the equal position of horizontal segment of each perforate Below the house foundation, then placing steel tubes into perforate, steel pipe is located at the multiple injected holes in surface of the part of horizontal segment;

Some annular waterpower stop grouting plugs of colligation on the drilling rod of rig, two neighboring annular waterpower stop grouting plug is located at drilling rod The both sides of one grout outlet, and drilling rod is put into steel pipe;

When certain position needs slip casting on horizontal segment, to drilling rod on two of correspondence position both sides annular waterpower stop grouting plug pumps Water so that steel pipe inner wall and two stop grouting plugs and drilling-rod external wall formation one annular compartment closed at both ends, then by drilling rod to Annular compartment slip casting.

In the above-mentioned technical solutions, perforate can be drilled with the position away from house, the horizontal segment of perforate extends to house Below ground, then placing steel tubes have multiple injected holes on the horizontal component of steel pipe, drilling rod then is put into steel pipe is noted Slurry, in tunnel upper formation stabilization zone.During constructing tunnel, when ground position is settled or is tilted, you can find the position Corresponding injected hole, drilling rod can follow rig to be moved in steel pipe near the injected hole, and be formed about in the injected hole Annular compartment, then slip casting.This programme only describes the grouting method of single perforate, in order to improve consolidation effect, can be remote From multiple perforates are arranged at intervals at the position in house, multiple perforates slip casting simultaneously forms larger stabilization zone in tunnel upper.Can See, the present invention may be located remotely from house, fixed point, quantitative slip casting.

In another technical scheme, described is used for the pre-pouring grout consolidated subsoil that house is worn in shield side in water-rich sand layer Method, steel pipe stretches into one end closing of perforate;

Drilling rod is put into after steel pipe, into drilling rod, the annular space between drilling rod and steel pipe is extremely full of by pressure injection filler, Then in ground surface blockage annular space;

Wherein, the preparation method of the filler includes:1:1 clay-waterglass is combined in dual slurry and adds slurries The CMC of volume 6% and the retarder of slurry volume 1.5%.Here, filler is full of in annular space, can be with during slip casting Sealing process is played to annular compartment, it is to avoid slurries enter outside annular space, and filler can also control slurries in ground Jet path so that slurries preferably play reinforcement effect, and filler setting rate is slow, injected hole can be protected not to be blocked Plug.

In another technical scheme, described is used for the pre-pouring grout consolidated subsoil that house is worn in shield side in water-rich sand layer Method, slip casting is replaced using clay cement mortar and composite water mud;

Wherein, the raw material of the clay cement mortar includes cement, clay and waterglass, and the proportion of clay cement mortar is 1.26, cement addition 600kg/m3, waterglass addition is 30L/m3

The composite water mud reclaimed water mud, triethanolamine, the mass ratio of salt and cement are 1000:0.56:5.6: 1250.Here there is provided the preferred composition of grouting serous fluid, the preferred composition can be well adapted for water-rich sand layer.

In another technical scheme, described is used for the pre-pouring grout consolidated subsoil that house is worn in shield side in water-rich sand layer Method, is drilled with Tapping procedures, is banketing and calcium-base bentonite slurries are used in clay layer as drilling fluid;

Wherein, the ratio of calcium-base bentonite and water is 1 in calcium-base bentonite slurries:5~6, the addition of powdered whiting For the 1% of slurries total amount, the addition of soda ash is the 5% of bentonite weight, and the addition of spectrum retaining wall agent is slurries total amount 3%, the addition of sulfonated lignite resin is the 1%~2% of slurries total amount;

Wherein, it is drilled with Tapping procedures, the proportion of the slurry coat method used is 1.15~1.3, and silt content is less than 0.6%, Fluid loss is 6~10ml/30min;

Wherein, in argillic horizon, using the slurry coat method that viscosity is 35~45s, in water-rich sand layer, it is more than 45s using viscosity Slurry coat method.Here the preferred parameter of drilling fluid and retaining wall liquid is provided so that drilling fluid and retaining wall liquid energy are enough preferably fitted Answer water-rich sand layer.

In another technical scheme, described is used for the pre-pouring grout consolidated subsoil that house is worn in shield side in water-rich sand layer Method, steel pipe is spliced by more piece, and annular groove screw thread type is connected between each section;

Wherein, it is spaced 0.5 meter on the steel pipe joint for horizontal segment and is provided with a circle injected hole.Here provide steel pipe and The preferred arrangement of injected hole.

In another technical scheme, described is used for the pre-pouring grout consolidated subsoil that house is worn in shield side in water-rich sand layer Method, a diameter of 153 millimeters of perforate, a diameter of 108 millimeters of steel pipe, a diameter of 10 millimeters of injected hole.Here provide The preferred diameter of perforate, steel pipe and injected hole.

In another technical scheme, described is used for the pre-pouring grout consolidated subsoil that house is worn in shield side in water-rich sand layer The angle of method, tilting section and horizontal segment is 87~92 degree, and horizontal segment is not less than 2 meters apart from tunnel vault.Here there is provided incline The optimized angle and the optimum position of horizontal segment of oblique section and horizontal segment.

In another technical scheme, described is used for the pre-pouring grout consolidated subsoil that house is worn in shield side in water-rich sand layer Method, multiple perforates are drilled with the location interval away from house, and the range of grouting of adjacent apertures is intersected, and slip casting is completed Afterwards, steel pipe does not take out.Here, slip casting is carried out using multiple perforates, multiple steel pipes, and the range of grouting of adjacent apertures is overlapped, So that the grouting serous fluid of multiple perforates intersects, one layer of stabilization zone joined together is formed in tunnel upper, steel pipe also stays in reinforcing Area, substantially increases consolidation effect.

In another technical scheme, for shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer, Comprise the following steps:

(1) remote ground grouting program design principle

Determine that stabilization zone is layer of sand above shield tunnel according to edpth of tunnel and house foundation buried depth, dug according to shield tunnel It is 12m to enter to determine the range of disturbance 2D (D is tunnel diameter) of surrounding soil grouting and reinforcing sector width, and depth is on shield tunnel Cover layer of sand buried depth, in order to prevent grouting and reinforcing body enter tunnel excavation face in the range of according to grout spreading range experience (general 2~ 3m) it is defined as being not less than 2m apart from tunnel vault, four side-by-side injected hole formation pipe canopy formula grouting and reinforcing bodies, level note is set Starch stabilization zone segmentation to be determined along tunnel strike length and house and the relative position of horizontal grouting section according to house, and determine corresponding Stop grouting plug position.

(2) long range, high-precision directional drill enter pore-forming

Using Horizontal Directional Drilling pore-forming, building is intensive do not possess closely ground grouting and reinforcing condition when can To open below the holes of Φ 153, drilling to shallow foundation house flabbily using horizontal directional drilling machine is oblique at away from building object location Layer carries out grouting and reinforcing.Level is slowly transitted to by one section of inclination section into horizontal grouting Duan Qianxu, pore forming process is used initial stage Mud-pulse-type wireless inclinometer while drilling real-time testing drill bit travel track, oblique drilling and forming hole reaches reinforcing drill bit and reaches specified Horizontal drilling is changed to behind slip casting position, it is 87~92 ° that horizontal segment drift angle scope is controlled during pore-forming.

(3) rational slurry coat method is with when additive addition

Bentonite water-base drilling fluid is used in drilling process, mud host is used using drilling well high-quality bentonite, heavy weight additive Blanc fixe, specific additive formula is:Banketing with clay layer, the main liquid of mud is calcium-base bentonite slurries, is matched as 1:6 ~1:8;Into water-rich sand layer, the main liquid of mud is changed to sodium bentonite, matches as 1:5~1:6, powdered whiting is added in mud Measure as the 1% of main slurries total amount, add that soda ash amount is bentonite weight 5%, wide spectrum retaining wall agent addition is main slurries total amount 3%, sulfonated lignite resin amount be main slurries total amount 1%~2%, while according to drilling tool hole clipping situation take the circumstances into consideration add not Height more than main slurries total amount 5% glues anti-sloughing agent, and slurry coat method parameter is:Proportion 1.15~1.30, viscosity 35s~45s (clays Stratum) and more than 45s (water-rich sand layer), silt content < 0.6%, 6~10ml/30min of fluid loss, this kind of slurry wall can tie up The hole wall for holding the middle and long distance drilling of sand clay stratum is stable.

(4) more piece radial type sleeve pipe is transferred

After the completion of pore-forming, the prefabricated steel pipes of Φ 108, inclination section not slip casting, using common steel tube are transferred;Horizontal segment need to be determined Position slip casting, using steel pipe with holes (interval 0.5m sets one to enclose 6 radial holes of Φ 10), divides according to different slip castings section and determines perforate Respectively steel pipe is saved while allowing it to have necessarily is hinged locomotivity (at most partially by designing annular groove screwed connection at position, fastener for connection 5 ° from axial line), junction is sealed by rubber sleeve, then lowering drill pipes, according to slip casting area segmentation on drilling rod colligation water Power formula stop grouting plug simultaneously connects water pumping pipe road.The slip casting steel valve sleeves of Ф 108 are transferred to design slip casting position, should be immediately using filling Material carries out slip casting casing annulus filling.

(5) repeatedly fixed point, quantita-tive combinations slip casting are segmented

Grouting serous fluid is based on clay cement mortar and composite water mud.During slip casting, according to clay cement mortar and again Mould assembly cement mortar replaces slip casting, is initially injected the relatively low compound clay cement mortar of intensity and carries out osmotic grouting, after after slurries initial set The single liquid cement mortar of injection carries out fracture grouting, by control hydraulic stop grouting plug realize segmented can retreat, can protrusive slip casting, Reach to be lifted after default grouting pressure and the same segment length's fixed point of slip casting section can be achieved, grouting and reinforcing is quantitatively repeated several times.

In another technical scheme, technological process is:

(1) when determining grouting and reinforcing zone position and reinforcing scope, except meeting range of disturbance 2D (D is tunnel diameter) width It is interior to reinforce and according to grout spreading range experience (sand clay stratum is generally 2~3m), it is determined that not small apart from tunnel vault distance It in outside 2m, should also carry out indoor and outdoor tests when having ready conditions, determine dilation angle in slurries Different Strata;Meanwhile, should also according to point Section grouting and reinforcing area setting situation, determines each hydraulic stop grouting plug lashing location during lowering drill pipes slip casting, while must ensure termination Respectively there is one with the mouth of pipe.

(2) determine after grouting and reinforcing zone position, calculate pore-forming track when need to combine horizontal directional drilling machine drilling rod moment of torsion, Layer Mechanics Parameters of Rock Mass, maximum blowing angle and ground surrounding enviroment integrate and determine rig riding position.

(3) when using the button drill bit levels of Ф 153 drilling inclination section, a deviational survey, deviational survey process are carried out at intervals of 10min It is roughly divided into following steps:

1) often drilling 10min stops drilling and mud circulation pumping, uses and is surveyed with brill is wireless after waiting 3min hole walls stable Oblique instrument collects the drilling trace parameters such as pore-forming gradient, azimuth.

2) mud circulation pumping installations is opened, the drilling parameter that inserting tube is measured is transmitted to surface mud by mud-pulse Probe pulse.

3) analysis collection decoder obtains data, and the correcting error guidance drill bit and spiral shell of respective shapes are changed when deviateing drilling trace Bar drill has.

(4) the slip casting steel valve sleeves of Ф 108 are transferred to design attitude, should carry out slip casting sleeve pipe annular using filler immediately Space filling.

Filling step mainly includes:

1) drilling rods of Ф 50 are connected under stop grouting plug to from 1~2m of ttom of pipe termination, by connecting tube from ground pump air pressure and Water, termination is sealed full of stop grouting plug.

2) from ground pressure injection filler material, treat to return in mud whole in hole.

3) 1 is used:1 clay waterglass Composite Double slurry (additive:The CMC and slurry volume 1.5% of slurry volume 6% Retarder) as filler carry out annular filling, playing again can be in certain journey while solid pipe stops the sealing function of slurry It is reinforced slurry pressure on degree to puncture, penetrating into stratum turns into a grouting and reinforcing body part, this kind of filler proportion 1.45, bleed Rate is below 5%, the presetting period is in 30min~1h, 6~10h of presetting period, early strength 2.0MPa.Connected at drilling rod position There is hydraulic stop grouting plug, treat that mud is all replaced into filler and stops slurry from ground mouth of pipe spilling post-tensioning plug.

4) after returning out pure filler after aperture, a small amount of clear water is pressed into drilling rod and replaces filler in drilling rod, is maintained Inner pressure inside pipe balances 1~2h, proposes drilling rod in hole, changes and bores cleaning bottom of hole under conventional button bit, Filling of Annulus Space terminates.

(5) grouting serous fluid is based on cement clay slurry and compound single liquid cement mortar.Grouting equipment includes pulping system, slip casting Pipeline, grouting pump etc..Grouting pipeline includes high-pressure rubber pipe and the drilling rods of Φ 50;Grout stopping machine tool is that hydraulic positions stop grouting plug;Slip casting Pump uses NBB-390 pumps.

(6) clay cement mortar is using cement, clay, waterglass as main raw material(s).According to cement, clay and the water glass at scene Glass carries out the formula test of cement clay slurry, determines osmotic effect in water-rich sand layer preferably and can guarantee that double oar liquid of some strength Match and be:Cement addition 600kg/m3, clay slurry proportion is 1.26, and waterglass addition is 30L/m3;It should be noted that Prepare clay slurry and use high-quality red clay, sand factor is small, clay mineral content is high.

(7) composite water slime water gray scale scope is 1.25:1, additive includes salt, triethanolamine and stabilizer, phase The mass ratio answered is:Cement:Triethanolamine:Salt:Water=1000:0.56:5.6:1250.Other be combined can be added if necessary to add Plus agent such as accelerator and retarder etc., to change slurries setting time and syneresis rate.In practical application, compound cement can be obvious Reduce consolidation volume contraction, be more beneficial for the filling in space and ensure consolidation effect.

(8) compound single liquid cement mortar reinforcement performance is preferable, but syneresis rate is high, and slip casting diffusion effect is poor in layer of sand, and Consolidation is unfavorable to Land-Subsidence Control after shrinking.Cement clay slurry has the good property noted and sold stowing performance, during condensation Between longer, favorable water shutoff performance.

Therefore, during slip casting, slip casting is replaced according to clay cement mortar and single liquid cement mortar, same section of slip casting section can be achieved It is long to pinpoint, grouting and reinforcing is quantitatively repeated several times.Using segmenting slip casting mode, slip casting section length 4.0m is retreated paragraph by paragraph from bottom hole Slip casting.Concretely comprise the following steps:

1) first tripping in hydraulic stop grouting plug to predetermined slip casting section;

2) and then fill only to starch and examine and only starch effect;

3) stop starching effect and meeting the requirements and can start complete coverage grouting pressure and flow during mortar depositing construction, slip casting, Grouting pressure transfinites termination of pumping inspection immediately, and single grouting amount reaches that requirement stops this slip casting.

4) single grouting amount is according to sand section midge situation, and initial setting is 3~5m3

5) act Grouting Pipe and stop grouting plug after the completion of slip casting every time, grouting valve pipe is rinsed well using clear water, prevents residual Plug-hole is starched, the repetition slip casting of each slip casting section is realized by being segmented filler block and drilling rod advance or retrogressing.

(9) Ground Subsidence Monitoring is set to break in reinforcing scope in whole horizontal directional drilling grouting and reinforcing work progress Face, grouting amount and only slurry pressure are determined according to Ground Subsidence Monitoring feedback;During shield driving, earth's surface is surveyed above shield axis Point determines whether that lowering drill pipes to specified location is tracked supplement slip casting with reference to inclined building degree measurement.

Although embodiment of the present invention is disclosed as above, it is not restricted in specification and embodiment listed With it can be applied to various suitable the field of the invention completely, can be easily for those skilled in the art Other modification is realized, therefore under the universal limited without departing substantially from claim and equivalency range, the present invention is not limited In specific details and shown here as the legend with description.

Claims (8)

1. a kind of pre-pouring grout consolidated subsoil method that house is worn for shield side in water-rich sand layer, it is characterised in that including:
Perforate is drilled with the position away from house, the perforate includes tilting section and horizontal segment, the horizontal segment of each perforate is respectively positioned on room Below room ground, then placing steel tubes into perforate, steel pipe is located at the multiple injected holes in surface of the part of horizontal segment;
Some annular waterpower stop grouting plugs of colligation on the drilling rod of rig, two neighboring annular waterpower stop grouting plug is located at one of drilling rod The both sides of grout outlet, and drilling rod is put into steel pipe;
When certain position needs slip casting on horizontal segment, to drilling rod on two of correspondence position both sides annular waterpower stop grouting plug pump water, So that steel pipe inner wall and two stop grouting plugs and drilling-rod external wall one annular compartment closed at both ends of formation, then by drilling rod to annular Chamber slip casting.
2. wearing the pre-pouring grout consolidated subsoil method in house for shield side in water-rich sand layer as claimed in claim 1, it is special Levy and be, steel pipe stretches into one end closing of perforate;
Drilling rod is put into after steel pipe, into drilling rod, pressure injection filler is to the annular space between drilling rod and steel pipe is full of, then In ground surface blockage annular space;
Wherein, the preparation method of the filler includes:1:1 clay-waterglass is combined in dual slurry and adds slurry volume 6% CMC and the retarder of slurry volume 1.5%.
3. wearing the pre-pouring grout consolidated subsoil method in house for shield side in water-rich sand layer as claimed in claim 1, it is special Levy and be, slip casting is replaced using clay cement mortar and composite water mud;
Wherein, the raw material of the clay cement mortar includes cement, clay and waterglass, and the proportion of clay cement mortar is 1.26, water Mud addition 600kg/m3, waterglass addition is 30L/m3
The composite water mud reclaimed water mud, triethanolamine, the mass ratio of salt and cement are 1000:0.56:5.6:1250.
4. wearing the pre-pouring grout consolidated subsoil method in house for shield side in water-rich sand layer as claimed in claim 1, it is special Levy and be, be drilled with Tapping procedures, banketing and calcium-base bentonite slurries are used in clay layer as drilling fluid;
Wherein, the ratio of calcium-base bentonite and water is 1 in calcium-base bentonite slurries:5~6, the addition of powdered whiting is slurry The 1% of liquid total amount, the addition of soda ash is the 5% of bentonite weight, and the addition of spectrum retaining wall agent is the 3% of slurries total amount, The addition of sulfonated lignite resin is the 1%~2% of slurries total amount;
Wherein, it is drilled with Tapping procedures, the proportion of the slurry coat method used is 1.15~1.3, and silt content is less than 0.6%, dehydration Measure as 6~10ml/30min;
Wherein, in argillic horizon, using the slurry coat method that viscosity is 35~45s, in water-rich sand layer, 45s shield is more than using viscosity Wall mud.
5. wearing the pre-pouring grout consolidated subsoil method in house for shield side in water-rich sand layer as claimed in claim 1, it is special Levy and be, steel pipe is spliced by more piece, annular groove screw thread type is connected between each section;
Wherein, it is spaced 0.5 meter on the steel pipe joint for horizontal segment and is provided with a circle injected hole.
6. wearing the pre-pouring grout consolidated subsoil method in house for shield side in water-rich sand layer as claimed in claim 5, it is special Levy and be, a diameter of 153 millimeters of perforate, a diameter of 108 millimeters of steel pipe, a diameter of 10 millimeters of injected hole.
7. wearing the pre-pouring grout consolidated subsoil method in house for shield side in water-rich sand layer as claimed in claim 1, it is special Levy and be, the angle of tilting section and horizontal segment is 87~92 degree, horizontal segment is not less than 2 meters apart from tunnel vault.
8. wearing the pre-pouring grout consolidated subsoil method in house for shield side in water-rich sand layer as claimed in claim 1, it is special Levy and be, multiple perforates are drilled with the location interval away from house, and the range of grouting of adjacent apertures is intersected, slip casting is completed Afterwards, steel pipe does not take out.
CN201710370170.2A 2017-05-23 2017-05-23 For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer CN107119669A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107905219A (en) * 2017-11-20 2018-04-13 江门市政企业集团有限公司 The construction method of ultra-deep hand excavation stake holes under a kind of complex geological condition
CN108060908A (en) * 2017-11-14 2018-05-22 北京中煤矿山工程有限公司 Water-rich sand layer long range horizontal orientation drilling grouting and reinforcing technology under groups of building
CN108643919A (en) * 2018-04-03 2018-10-12 上海隧道工程有限公司 The method that loess cement mixing slurries reinforce loose pebble layer
CN109339799A (en) * 2018-10-26 2019-02-15 中铁二十二局集团轨道工程有限公司 A kind of rich water sand-pebble layer Shallow Section shield-tunneling construction technique

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0524223B1 (en) * 1990-04-11 1994-07-20 Bergwerksverband GmbH Injection drilling anchor
CN101749031A (en) * 2009-12-24 2010-06-23 北京交通大学 Compound grouting reinforcement method for subsea tunnel going through water-rich sand stratum
CN201908308U (en) * 2010-12-31 2011-07-27 中铁港航工程局有限公司 Grouting sleeve valve pipe
CN103835729A (en) * 2013-11-11 2014-06-04 北京中煤矿山工程有限公司 Ground pre-grouting strengthening technology for deep long-distance roadway surrounding rock

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0524223B1 (en) * 1990-04-11 1994-07-20 Bergwerksverband GmbH Injection drilling anchor
CN101749031A (en) * 2009-12-24 2010-06-23 北京交通大学 Compound grouting reinforcement method for subsea tunnel going through water-rich sand stratum
CN201908308U (en) * 2010-12-31 2011-07-27 中铁港航工程局有限公司 Grouting sleeve valve pipe
CN103835729A (en) * 2013-11-11 2014-06-04 北京中煤矿山工程有限公司 Ground pre-grouting strengthening technology for deep long-distance roadway surrounding rock

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
周兴旺: "《注浆施工手册》", 31 May 2014, 北京:煤炭工业出版社 *
山东兖州矿务局: "《兖州矿区建设施工技术》", 31 March 1992, 北京:煤炭工业出版社 *

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108060908A (en) * 2017-11-14 2018-05-22 北京中煤矿山工程有限公司 Water-rich sand layer long range horizontal orientation drilling grouting and reinforcing technology under groups of building
CN108060908B (en) * 2017-11-14 2020-04-07 北京中煤矿山工程有限公司 Long-distance horizontal directional drilling and grouting reinforcement process for water-rich sand layer under building group
CN107905219A (en) * 2017-11-20 2018-04-13 江门市政企业集团有限公司 The construction method of ultra-deep hand excavation stake holes under a kind of complex geological condition
CN108643919A (en) * 2018-04-03 2018-10-12 上海隧道工程有限公司 The method that loess cement mixing slurries reinforce loose pebble layer
CN109339799A (en) * 2018-10-26 2019-02-15 中铁二十二局集团轨道工程有限公司 A kind of rich water sand-pebble layer Shallow Section shield-tunneling construction technique

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Application publication date: 20170901