CN104831705A - Ultra-deep hole grouting method during underground excavation of tunnel - Google Patents
Ultra-deep hole grouting method during underground excavation of tunnel Download PDFInfo
- Publication number
- CN104831705A CN104831705A CN201510165087.2A CN201510165087A CN104831705A CN 104831705 A CN104831705 A CN 104831705A CN 201510165087 A CN201510165087 A CN 201510165087A CN 104831705 A CN104831705 A CN 104831705A
- Authority
- CN
- China
- Prior art keywords
- slip casting
- grouting
- mini
- hole
- tube
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Landscapes
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses an ultra-deep hole grouting method during underground excavation of a tunnel, which is used for carrying out underground excavation on the tunnel on reclamation area weak bottom layers, hard plastic clay layers or completely and heavily weathered ground. The method comprises the steps of horizontally drilling a hole in the tunnel or vertically drilling a hole with the wall protected by mud in the earth surface; feeding prepared housing materials to the hole bottom of the drilled hole and carrying out grouting on the housing materials from bottom to top; manufacturing a sleeve valve pipe with the bottom being sealed, vertically pressing the sleeve valve pipe into the drilled hole and enabling the central axis of the sleeve valve pipe to be positioned at the central position of the drilled hole; placing a grouting core pipe into the sleeve valve pipe, and using the grouting core pipe to perform grouting on the sleeve valve pipe for the first time; using the grouting core pipe to perform grouting on the sleeve valve pipe for the second time. The implementation of the method can be applied to reclamation area weak bottom layers, hard plastic clay layers or completely and heavily weathered ground, the tunnel construction safety is ensured, the construction risk is reduced, the construction efficiency is improved, and the construction period is reduced.
Description
Technical field
The present invention relates to engineering field, particularly relate to one and be applied in bored tunnel superdeep holes grouting method in the weak bottom in territory, reclamation area, hard plastic argillic horizon, fully～heavily weathered ground.
Background technology
There is following technical problem in existing bored tunnel superdeep holes grouting mode: rockfills owing to existing in territory, reclamation area, the soft stratum such as layer of sand, mud, be down back fill course, complete, severely-weathered mixing granite gneiss from earth's surface, rich groundwater, be mainly pore water, local is Bedrock Crevice Water, permeability is strong, the water yield is large, and underground decomposed rock has the advantages that to meet water easy disintegrating., there is very large technical difficulty and risk in this type of stratum bored tunnel construction.In existing tunnel, the vertical slip casting of horizontal deep hole or earth's surface cannot be applied in the weak bottom in territory, reclamation area, hard plastic argillic horizon, fully～heavily weathered ground.
In addition, current tunnel level or vertical slip casting structure are subject to the restriction of the factors such as Grouting Pipe material, sleeve shell material, injected hole layout design, and its slip casting result is usually within 25 meters of degree of depth.
, easily there is the card pipe problem entered slurry problem in the mini-valve tube that causes because of grout leaking and cause because mini-valve tube distortion in the limited pressure that the mini-valve tube in existing bored tunnel slip casting bears.The mini-valve tube complex structure of existing use, cost be higher, cannot reuse.In addition, degree that existing sleeve shell material is withstand voltage is inadequate, the situation that when easily appearing at high-pressure slip-casting, slurries are excessive.
In order to comply with urban development demand, guarantee constructing tunnel and structural safety, it is very important for carrying out rational tunnel surrounding formation grouting and reinforcing.
Summary of the invention
Technical problem to be solved by this invention is, a kind of bored tunnel superdeep holes grouting method is provided, can be applied in the weak bottom in territory, reclamation area, hard plastic argillic horizon, fully～heavily weathered ground, meet safety for tunnel engineering, reduce construction risk, on the other hand can lifting construction efficiency, save the duration.
In order to solve the problems of the technologies described above, The embodiment provides a kind of bored tunnel superdeep holes grouting method, in order to carry out bored tunnel in territory, reclamation area weak bottom, hard plastic argillic horizon or fully～heavily weathered ground, comprise: step S10, in hole, mud off vertical drilling is carried out on horizontal drilling or earth's surface; Step S20, delivers to the sleeve shell material prepared at the bottom of the hole of boring, pours into from bottom to top to sleeve shell material; Step S30, makes the mini-valve tube of bottom lock, and by its vertically press-in boring, makes the central axis of mini-valve tube be positioned at the center of boring; Step S40, inserts slip casting core pipe in mini-valve tube, carries out first time slip casting by slip casting core pipe to mini-valve tube; Step S50, carries out second time slip casting by slip casting core pipe to mini-valve tube.
Wherein, also comprise after step S30: the solid materials in the tube of configuration grouting, mini-valve tube installs grout stop, and in the upper area penetrating slurry hole of mini-valve tube, inject the solid materials in the tube of grouting until the solid materials in the tube of the grouting in aperture are solidified; Wherein: the setting time of the solid materials in the tube of grouting controlled within 2-5 days.
Wherein, the solid materials in the tube of grouting are the Fast Setting Cement Slurry being mixed with accelerating admixture, and wherein: accelerating admixture is water glass or calcium chloride, in cement paste, the volume ratio of water and cement is: 1:1.5.
Wherein, also comprise before step S10: erection construction platform, measure the position, hole of boring and correct the step at rig orientation and inclination angle.
Wherein, the step preparing grouting serous fluid is also comprised before step S40.
Wherein, the first time slip casting in step S40 is the sectional intermittent slip casting carried out from bottom to top; Second time slip casting in step S50 is the sectional intermittent slip casting carried out from bottom to top.
Wherein, also comprise the step of cleaning mini-valve tube after step S50 and detect the step of slip casting effect.
Wherein, detect the step of slip casting effect and comprise: by setting exploration hole, before and after slip casting, contrast draws the compactness of the soil layer soil body, compares the soil bearing capacity numerical value before and after slip casting, is before slip casting 4 times-8 times to make the soil bearing capacity after slip casting.
Wherein, step S40, step S50 also comprise the step of sedimentation situation of monitoring ground and building, control building before and after slip casting on the amount of lifting must not more than 2mm; Wherein: when finding the trend of lifting on being reinforced building has, namely stop slip casting.
Bored tunnel superdeep holes grouting method provided by the present invention, has following beneficial effect:
The first, by mud off vertical drilling and hole during horizontal drilling adopt the restriction of the proportioning of rig, grouting serous fluid, grout spreading range, injected hole spacing and grouting pressure parameter, detect the deep hole grouting construction process of slip casting effect in addition, safety for tunnel engineering can be met on the one hand, reduce construction risk, on the other hand can lifting construction efficiency, save the duration.
The second, hole, pour into sleeve shell material, mini-valve tube and the formation of slip casting core pipe and the form of construction work of twice slip casting, allow to be applied in territory, reclamation area weak bottom, hard plastic argillic horizon or fully～heavily weathered ground, larger economy, society and environmental benefit can be produced.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
Fig. 1 is the structured flowchart of embodiment of the present invention bored tunnel superdeep holes grouting method.
Fig. 2 is the structural representation of the sleeve shell material of embodiment of the present invention bored tunnel superdeep holes grouting method.
Fig. 3 is the structural representation of the mini-valve tube of embodiment of the present invention bored tunnel superdeep holes grouting method.
Fig. 4 is the structural representation of the slip casting core pipe of embodiment of the present invention bored tunnel superdeep holes grouting method.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
In conjunction with see Fig. 1-Fig. 4, it is the embodiment one of bored tunnel superdeep holes grouting method of the present invention.
As shown in Figure 1, the bored tunnel superdeep holes grouting method in the present embodiment comprises the following steps: step S10, in hole, mud off vertical drilling is carried out on horizontal drilling or earth's surface;
During concrete enforcement, in hole, horizontal drilling uses and enters with pipe bit machine drill, boring aperture 130mm.In the process, with the use of pulping equipment, the main Double-liquid mud-injection pump of high pressure arrange triplate line and run, to realize the mortar depositing construction of single two slurries.When earth's surface is carried out mud off vertical drilling, geological drilling rig can be used, sleeve pipe retaining wall.In the process, with the use of pulping equipment, the main Double-liquid mud-injection pump of high pressure arrange triplate line and run, to realize the mortar depositing construction of single two slurries.
Further, also comprise before step S10: erection construction platform, measure the position, hole of boring and correct the step at rig orientation and inclination angle.The safety work that this step can be superdeep holes slip casting is ready.Meanwhile, the position, hole measuring boring and the step correcting rig orientation and inclination angle can be carried out effectively injected hole and reasonably arrange, effectively can evade local bedrock fracture water problem.
Step S20, delivers at the bottom of the hole of boring by the sleeve shell material prepared, from bottom to top to sleeve shell material pour into (mark 3 be as shown in Figure 2 poured into after sleeve shell material structure).This step can make sleeve shell material under pressure, can press off filler and carry out horizontal slip casting, can, when high-pressure slip-casting, stop slurries to flow out earth's surface along hole wall or tube wall again.
In the present embodiment, withstand high pressures in the slip casting of bored tunnel superdeep holes, with the sleeve shell material that grouting serous fluid when ensureing high-pressure slip-casting is not excessive, mix primarily of cement, swell soil, water and Admixture, wherein: the volume ratio of cement, swell soil, water and Admixture is: 1:m:n:0.03, wherein: the span of m is (1.2,1.5), the span of n is (1.5,2), in order to make sleeve shell material slurries withstand high pressures when high-pressure slip-casting.
The volume ratio of cement, swell soil, water and Admixture can keep the fragility of sleeve shell material higher, and shrinkage is little, and mechanical strength is suitable for.Can realize taking into account open loop when preventing grout leaking, make, under the effect of rubber sleeve and stop grouting plug, to force and within the scope of grout compartment, rack sleeve shell material and enter stratum.
In other embodiment, the proportion of the slurries of sleeve shell material cement, swell soil, water and Admixture is 1.5, funnel viscosity 24-26s, it can realize the setting time of sleeve shell material slurries and gain in strength speed controls, in 2-5 days, to meet grouting condition with the efficiency of optimum.
Preferably, sheath body consumption=1.3 × π * R*H.Wherein: R=boring radius * 2-mini-valve tube radius * 2, H=slip casting section height.
Step S30, makes the mini-valve tube of bottom lock, and by its vertically press-in boring, makes the central axis of mini-valve tube be positioned at the center of boring.Wherein: vertical press-in boring can make the pressure equalizing of various piece around mini-valve tube in slip casting process, prevent from causing the danger such as disintegration.
Mini-valve tube in the present embodiment can in order to the conveying grouting serous fluid when the bored tunnel slip casting of territory, reclamation area weakness bottom, hard plastic argillic horizon or fully～heavily weathered ground.As shown in Figure 3, mini-valve tube 1 comprises: end cover 11, be connected to the end and overlap 11 upper tube walls 12, the cylindrical tube that 11 form hollow is overlapped at the bottom of tube wall 12 enclosing, tube wall 12 is offered multiple in order to the inside and outside slurry outlet 13 be connected by mini-valve tube 1, and the spring-backed quill 14 in order to coordinate slurry outlet 13 to form unidirectional pulp passage, spring-backed quill 14 is socketed in correspondence and offers on the pipe outer wall 12b of slurry outlet 13 position, wherein: tube wall 12 is made up of high pressure resistant hard plastic material.
During concrete enforcement, end cover 11 is in coniform, and overlap the cylindrical tube that 11 form hollow at the bottom of tube wall 12 enclosing, inside pipe wall and the pipe outer wall of tube wall 12 are respectively 12a, 12b.
Preferably, the outside dimension of mini-valve tube 1 is equal to or greater than 80mm, and optimum is 80mm, and the thickness of tube wall is equal to or greater than 10mm, and optimum is 10mm, and it is conducive to rational deployment's injected hole.
Tube wall 12 equidistantly evenly offers multiple slurry outlet 13, the effect of slurry outlet 13 is connected by the inside and outside of mini-valve tube 1, the pipe outer wall 12b offering slurry outlet 13 position in correspondence is also arranged with spring-backed quill 14, and such as it can have the elastic body of certain restoring force for gum sleeve etc.In the present embodiment, spring-backed quill 14 in the form of a ring and be socketed on pipe outer wall 12b.
Preferably, the antiknock pressure of spring-backed quill 14 is 4.5Mpa.
Preferably, multiple slurry outlet 13 is equidistant evenly to be arranged, and the aperture size of described slurry outlet is 8mm, because slurry outlet 13 is equidistantly evenly offered, can every certain distance a sheathed spring-backed quill 14, make when without external force action, whole slurry outlet 13 can be closed by spring-backed quill 14.The effect of spring-backed quill 14 is: coordinate slurry outlet 13 to form unidirectional pulp passage.
Further, tube wall 12 is made up of high pressure resistant hard plastic material, specifically can mould polypropylene injection moulding integrated molding by calcium.In this real-time example, the mini-valve tube of this material had both remained the advantage of conventional sleeve valve barrel grouting, overcome again in the mini-valve tube that causes because of grout leaking in slip casting process the card pipe problem entered slurry problem and cause because mini-valve tube distortion, required larger grouting pressure can also be born simultaneously.In addition, this mini-valve tube makes simply, cost is low, easy construction, and reusable.
Further, also comprise after step S30: the solid materials in the tube of configuration grouting, mini-valve tube installs grout stop, and in the upper area penetrating slurry hole of mini-valve tube, inject the solid materials in the tube of grouting until the solid materials in the tube of the grouting in aperture are solidified; Wherein: the setting time of the solid materials in the tube of grouting controlled within 2-5 days.
During concrete enforcement, after sleeve shell material cast pore-forming, will arrive at the bottom of hole under drilling rod, sleeve shell material slip casting section in drilling rod injection hole of will mix with slush pump.
Further, also comprise the step preparing grouting serous fluid, wherein: grouting serous fluid is the superfine cement slurry or the silicate grout that are mixed with water glass solution, and the volume ratio of superfine cement slurry or silicate grout and water glass solution is: 1:a, wherein: the span of a is (0.5,1); Superfine cement is starched or in silicate grout, the volume ratio of water and cement is: b:1, wherein: the span of b is (0.6,1); The concentration of water glass solution is 45Be', and modulus is n, wherein: the span of n is (2.4,2.8).
Step S40, inserts slip casting core pipe in mini-valve tube, carries out first time slip casting by slip casting core pipe to mini-valve tube.
During concrete enforcement, first time slip casting is the sectional intermittent slip casting carried out from bottom to top, grouting serous fluid is the slurries prepared by above-mentioned preparation in grouting serous fluid step, the dilation angle scope of grouting serous fluid is between 0.5m-1.5m, injected hole spacing is 1.0-2.0m, and pressure during high-pressure slip-casting is at 1Mpa-3Mpa.
Further, as shown in Figure 4, slip casting core pipe 2 comprises: slip casting steel pipe 21 and adapter sleeve are connected on multiple block pulp pistons 22 in order to control grouting serous fluid flowing of slip casting steel pipe 21 outside.During concrete enforcement, the outside that mini-valve tube 1 is arranged on slip casting core pipe 2 is in order to the conveying grouting serous fluid when bored tunnel slip casting, and block pulp piston 22 is pressed on the inside pipe wall 12a of mini-valve tube 1.
Preferably, slurry outlet 13 is separated the different slip casting sections (different slip casting depth locations) at mini-valve tube 1 by adjacent block pulp piston 22 respectively.Meanwhile, the solid materials in the tube of configuration grouting, mini-valve tube 1 installs grout stop, and in the upper area penetrating slurry hole 13 of mini-valve tube 1, injects the solid materials in the tube of grouting until only underflow is returned in aperture, and waits for that the solid materials in the tube of grouting are solidified.
Preferably, the solid materials in the tube of grouting adopt Fast Setting Cement Slurry, water: cement=1:1.5.Water glass or calcium chloride can be adopted to make accelerating admixture.Could be in the milk after aperture section grouting material solidifies.The setting time of the solid materials in the tube of grouting controlled within 2-5 days.
Preferably, step S40 also comprises the step of sedimentation situation of monitoring ground and building, in order to control building before and after slip casting on the amount of lifting must not more than 2mm, wherein: when the trend finding to lift on being reinforced building has, namely stop slip casting, after potential safety hazard to be canceled, continue operation.
Step S50, carries out second time slip casting by slip casting core pipe to mini-valve tube.Second time slip casting is the sectional intermittent slip casting carried out from bottom to top, grouting serous fluid is the slurries prepared by above-mentioned preparation in grouting serous fluid step, the dilation angle scope of grouting serous fluid is between 0.5m-1.5m, and injected hole spacing is 1.0-2.0m, and pressure during high-pressure slip-casting is at 1Mpa-3Mpa.
Preferably, step S50 also comprises the step of sedimentation situation of monitoring ground and building, in order to control building before and after slip casting on the amount of lifting must not more than 2mm, wherein: when the trend finding to lift on being reinforced building has, namely stop slip casting, after potential safety hazard to be canceled, continue operation.
Further, the step of cleaning mini-valve tube is also comprised after step S50, in order to reusing.This step can extend the application life of mini-valve tube.
Further, also comprise the step detecting slip casting effect after step S50, by setting exploration hole, before and after slip casting, contrast draws the compactness of the soil layer soil body, soil bearing capacity numerical value relatively before and after slip casting is before slip casting 4 times-8 times to make the soil bearing capacity after slip casting.This step is conducive to improving working security.
Bored tunnel superdeep holes grouting method provided by the present invention, has following beneficial effect:
The first, by mud off vertical drilling and hole during horizontal drilling adopt the restriction of the proportioning of rig, grouting serous fluid, grout spreading range, injected hole spacing and grouting pressure parameter, detect the deep hole grouting construction process of slip casting effect in addition, safety for tunnel engineering can be met on the one hand, reduce construction risk, on the other hand can lifting construction efficiency, save the duration.
The second, hole, pour into sleeve shell material, mini-valve tube and the formation of slip casting core pipe and the form of construction work of twice slip casting, allow to be applied in territory, reclamation area weak bottom, hard plastic argillic horizon or fully～heavily weathered ground, larger economy, society and environmental benefit can be produced.
Three, in sleeve shell material, the volume ratio of cement, swell soil, water and Admixture is: 1:m:n:0.03, wherein: the span of m is (1.2,1.5), the span of n is (1.5,2), make it have the advantages such as fragility is high, shrinkage is little, mechanical strength is moderate, sleeve shell material slurries withstand high pressures when high-pressure slip-casting can be made, the card pipe problem entered slurry problem and cause because mini-valve tube distortion can be overcome in the mini-valve tube that causes because of grout leaking in slip casting process.In addition, this sleeve shell material volume ratio can also realize the balance of setting time and gain in strength speed.
Four, mini-valve tube moulds polypropylene injection moulding integrated molding by calcium, it comprises end cover, tube wall and spring-backed quill, wherein, at the bottom of tube wall enclosing, cover forms the cylindrical tube of hollow, tube wall is offered multiple slurry outlet, spring-backed quill is socketed in correspondence and offers on the pipe outer wall of pulp hole site, and the layout of its material, caliber, wall thickness and slurry outlet can realize the superdeep holes slip casting structure that the degree of depth is 50 meters.
Claims (9)
1. a bored tunnel superdeep holes grouting method, in order to carry out bored tunnel in territory, reclamation area weak bottom, hard plastic argillic horizon or fully～heavily weathered ground, is characterized in that, comprising:
Step S10, in hole, mud off vertical drilling is carried out on horizontal drilling or earth's surface;
Step S20, delivers to the sleeve shell material prepared at the bottom of the hole of described boring, pours into from bottom to top to described sleeve shell material;
Step S30, makes the mini-valve tube of bottom lock, and by its vertically described boring of press-in, makes the central axis of described mini-valve tube be positioned at the center of described boring;
Step S40, inserts slip casting core pipe in described mini-valve tube, carries out first time slip casting by described slip casting core pipe to described mini-valve tube;
Step S50, carries out second time slip casting by described slip casting core pipe to described mini-valve tube.
2. bored tunnel superdeep holes grouting method as claimed in claim 1, is characterized in that, also comprise after described step S30:
The solid materials in the tube of configuration grouting, described mini-valve tube installs grout stop, and in the upper area penetrating slurry hole of mini-valve tube, injects the solid materials in the tube of described grouting until the solid materials in the tube of the grouting in aperture are solidified; Wherein: the setting time of the solid materials in the tube of grouting controlled within 2-5 days.
3. bored tunnel superdeep holes grouting method as claimed in claim 2, it is characterized in that, the solid materials in the tube of described grouting are the Fast Setting Cement Slurry being mixed with accelerating admixture, and wherein: described accelerating admixture is water glass or calcium chloride, in cement paste, the volume ratio of water and cement is: 1:1.5.
4. bored tunnel superdeep holes grouting method as claimed in claim 1, is characterized in that, also comprise before described step S10:
Erection construction platform, measures the position, hole of boring and corrects the step at rig orientation and inclination angle.
5. bored tunnel superdeep holes grouting method as claimed in claim 1, is characterized in that, also comprise the step preparing grouting serous fluid before step S40.
6. bored tunnel superdeep holes grouting method as claimed in claim 1, it is characterized in that, the described first time slip casting in described step S40 is the sectional intermittent slip casting carried out from bottom to top;
Described second time slip casting in described step S50 is the sectional intermittent slip casting carried out from bottom to top.
7. bored tunnel superdeep holes grouting method as claimed in claim 1, is characterized in that, also comprises the step of cleaning mini-valve tube and detect the step of slip casting effect after described step S50.
8. bored tunnel superdeep holes grouting method as claimed in claim 7, it is characterized in that, the step of described detection slip casting effect comprises: by setting exploration hole, before and after slip casting, contrast draws the compactness of the soil layer soil body, soil bearing capacity numerical value relatively before and after slip casting is first 4 times-8 times of slip casting to make the soil bearing capacity after slip casting.
9. bored tunnel superdeep holes grouting method as claimed in claim 7, is characterized in that, described step S40, described step S50 also comprise the step of the sedimentation situation of monitoring ground and building, control building before and after slip casting on the amount of lifting must not more than 2mm; Wherein: when finding the trend of lifting on being reinforced building has, namely stop slip casting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510165087.2A CN104831705A (en) | 2015-04-09 | 2015-04-09 | Ultra-deep hole grouting method during underground excavation of tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510165087.2A CN104831705A (en) | 2015-04-09 | 2015-04-09 | Ultra-deep hole grouting method during underground excavation of tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104831705A true CN104831705A (en) | 2015-08-12 |
Family
ID=53809876
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510165087.2A Pending CN104831705A (en) | 2015-04-09 | 2015-04-09 | Ultra-deep hole grouting method during underground excavation of tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104831705A (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714764A (en) * | 2015-12-08 | 2016-06-29 | 中国铁建大桥工程局集团有限公司 | Tunnel ground deep-hole sleeve valve tube grouting construction method |
| CN106049418A (en) * | 2016-06-22 | 2016-10-26 | 中铁二局集团有限公司 | Combined grouting reinforcement method for tunnel surface in shallow buried traversing faultage |
| CN108951648A (en) * | 2018-07-18 | 2018-12-07 | 中铁十二局集团第二工程有限公司 | Open trench tunnel layer of sand Sand foundation ditch strengthening method |
| CN109209448A (en) * | 2018-08-28 | 2019-01-15 | 北京瑞威世纪铁道工程有限公司 | Tunnel surface grouting blocks water construction method |
| CN109538240A (en) * | 2018-08-28 | 2019-03-29 | 北京瑞威世纪铁道工程有限公司 | The method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting |
| CN110820721A (en) * | 2019-11-25 | 2020-02-21 | 中铁隧道局集团有限公司 | Process for reinforcing blasting area by sleeve valve pipe grouting |
| CN113136866A (en) * | 2021-03-24 | 2021-07-20 | 中国建筑第八工程局有限公司 | Grouting reinforcement construction method for sleeve valve pipe of soil loose water-rich stratum |
| CN113494075A (en) * | 2021-07-06 | 2021-10-12 | 中铁二十四局集团浙江工程有限公司 | Sleeve valve pipe grouting structure and method in pipe withdrawing process |
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
| CN109209448B (en) * | 2018-08-28 | 2024-05-31 | 北京瑞威世纪铁道工程有限公司 | Tunnel earth surface grouting water-blocking construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102444118A (en) * | 2010-10-15 | 2012-05-09 | 中铁五局（集团）有限公司 | Construction method for grouting reinforcement of sleeve valve pipe |
| JP4979829B1 (en) * | 2011-10-25 | 2012-07-18 | 強化土株式会社 | Ground injection method and ground injection device |
| CN202644538U (en) * | 2011-12-28 | 2013-01-02 | 中铁十九局集团轨道交通工程有限公司 | A grouting device used for a water-rich quicksand stratum |
-
2015
- 2015-04-09 CN CN201510165087.2A patent/CN104831705A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102444118A (en) * | 2010-10-15 | 2012-05-09 | 中铁五局（集团）有限公司 | Construction method for grouting reinforcement of sleeve valve pipe |
| JP4979829B1 (en) * | 2011-10-25 | 2012-07-18 | 強化土株式会社 | Ground injection method and ground injection device |
| CN202644538U (en) * | 2011-12-28 | 2013-01-02 | 中铁十九局集团轨道交通工程有限公司 | A grouting device used for a water-rich quicksand stratum |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714764A (en) * | 2015-12-08 | 2016-06-29 | 中国铁建大桥工程局集团有限公司 | Tunnel ground deep-hole sleeve valve tube grouting construction method |
| CN106049418A (en) * | 2016-06-22 | 2016-10-26 | 中铁二局集团有限公司 | Combined grouting reinforcement method for tunnel surface in shallow buried traversing faultage |
| CN108951648A (en) * | 2018-07-18 | 2018-12-07 | 中铁十二局集团第二工程有限公司 | Open trench tunnel layer of sand Sand foundation ditch strengthening method |
| CN109209448A (en) * | 2018-08-28 | 2019-01-15 | 北京瑞威世纪铁道工程有限公司 | Tunnel surface grouting blocks water construction method |
| CN109538240A (en) * | 2018-08-28 | 2019-03-29 | 北京瑞威世纪铁道工程有限公司 | The method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting |
| CN109209448B (en) * | 2018-08-28 | 2024-05-31 | 北京瑞威世纪铁道工程有限公司 | Tunnel earth surface grouting water-blocking construction method |
| CN110820721A (en) * | 2019-11-25 | 2020-02-21 | 中铁隧道局集团有限公司 | Process for reinforcing blasting area by sleeve valve pipe grouting |
| CN113136866A (en) * | 2021-03-24 | 2021-07-20 | 中国建筑第八工程局有限公司 | Grouting reinforcement construction method for sleeve valve pipe of soil loose water-rich stratum |
| CN113494075A (en) * | 2021-07-06 | 2021-10-12 | 中铁二十四局集团浙江工程有限公司 | Sleeve valve pipe grouting structure and method in pipe withdrawing process |
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104831705A (en) | Ultra-deep hole grouting method during underground excavation of tunnel | |
| CN106545005B (en) | A kind of reinforcing body and reinforcement means of subway tunnel shield end | |
| CN106400782B (en) | A kind of construction method for going along with sb. to guard him hole-drilling interlocking pile using rotary drilling rig construction foundation pit | |
| CN204112308U (en) | A kind of simple and easy sleeve valve grouting device based on bowlder stone, Thief zone coefficient stratum | |
| CN103924987B (en) | A kind of SMW engineering method stake tunnel shielding portal seepage-proof structure and construction method thereof | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN106320354B (en) | The Seepage method on solution cavity development stratum under coating | |
| CN101525881B (en) | Structure of karst strata pile holes protecting wall and method for constructing pile holes | |
| CN104806257A (en) | Sandy gravel stratum shield construction cap-type ground advance reinforcement structure and sandy gravel stratum shield construction cap-type ground advance reinforcement method | |
| CN104790982A (en) | Enclosed mud for underground excavation tunnel ultra-deep hole grouting | |
| CN203361143U (en) | Combination structure of high-pressure jet grouting pile and prestressed pipe pile | |
| CN110331992A (en) | A kind of hole daguanpeng construction method | |
| CN103388333A (en) | Construction process for carrying out construction on interlocking pile by adopting rotary drilling rig and mud protection wall method | |
| CN109518677A (en) | Punching Borehole Cast-in-place Concrete Pile karst cave treatment method | |
| CN105731978B (en) | A kind of grouting serous fluid and grouting method for fine sand layer jacking culvert solidifying of the working face | |
| CN106677166A (en) | Flow construction method for forming cast-in-place bored pile for gravel-decomposed rock stratum in double-machine combined mode | |
| CN107587502A (en) | A kind of spiral-digging pore pressure pour water soil occlusion curtain pile construction method | |
| CN204827465U (en) | Undercut tunnel ultra -deep hole slip casting structure | |
| CN105971637A (en) | Application of WSS construction method in shield end reinforcement of water-rich sand layer | |
| CN204827466U (en) | Undercut tunnel ultra -deep hole slip casting is with sleeve valve pipe | |
| CN103343534A (en) | Closed precipitation method for foundation pit construction | |
| CN106013155A (en) | Method for filling up covering layer and processing drilling slurry leakage by grouting consolidation | |
| CN203161250U (en) | Deep hole grouting reinforcing system for tunnel | |
| CN102979087B (en) | Construction method for rotary excavation pile | |
| CN106192987A (en) | A kind of construction method that stake periphery is crushed geology reinforcing |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| EXSB | Decision made by sipo to initiate substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20150812 |