CN104265326A - Method for controlling soil deformation in large rectangular pipe jacking - Google Patents
Method for controlling soil deformation in large rectangular pipe jacking Download PDFInfo
- Publication number
- CN104265326A CN104265326A CN201410382501.0A CN201410382501A CN104265326A CN 104265326 A CN104265326 A CN 104265326A CN 201410382501 A CN201410382501 A CN 201410382501A CN 104265326 A CN104265326 A CN 104265326A
- Authority
- CN
- China
- Prior art keywords
- soil
- jurisdiction
- slip casting
- section
- pressure
- 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.)
- Granted
Links
- 239000002689 soil Substances 0.000 title claims abstract description 103
- 238000000034 method Methods 0.000 title claims abstract description 30
- 239000002002 slurry Substances 0.000 claims abstract description 68
- 229920000642 polymer Polymers 0.000 claims abstract description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 14
- 238000004062 sedimentation Methods 0.000 claims abstract description 11
- 238000007569 slipcasting Methods 0.000 claims description 50
- 238000002347 injection Methods 0.000 claims description 36
- 239000007924 injection Substances 0.000 claims description 36
- 238000002156 mixing Methods 0.000 claims description 10
- 238000012544 monitoring process Methods 0.000 claims description 6
- 229910052791 calcium Inorganic materials 0.000 claims description 3
- 239000011575 calcium Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 229920000058 polyacrylate Polymers 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 27
- 239000000440 bentonite Substances 0.000 abstract description 7
- 229910000278 bentonite Inorganic materials 0.000 abstract description 7
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 abstract description 7
- 230000001737 promoting effect Effects 0.000 abstract 1
- 238000005266 casting Methods 0.000 description 9
- 239000002245 particle Substances 0.000 description 8
- 230000005641 tunneling Effects 0.000 description 8
- 230000008878 coupling Effects 0.000 description 6
- 238000010168 coupling process Methods 0.000 description 6
- 238000005859 coupling reaction Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 239000002352 surface water Substances 0.000 description 5
- 239000000203 mixture Substances 0.000 description 4
- 238000002360 preparation method Methods 0.000 description 3
- 238000005520 cutting process Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000004537 pulping Methods 0.000 description 2
- 239000013589 supplement Substances 0.000 description 2
- 239000000654 additive Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 235000020289 caffè mocha Nutrition 0.000 description 1
- 239000001913 cellulose Substances 0.000 description 1
- 229920002678 cellulose Polymers 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000013011 mating Effects 0.000 description 1
- 230000002085 persistent effect Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000009790 rate-determining step (RDS) Methods 0.000 description 1
- 150000003839 salts Chemical class 0.000 description 1
- 230000002195 synergetic effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B30/00—Compositions for artificial stone, not containing binders
Landscapes
- Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Ceramic Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Chemical & Material Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Materials Engineering (AREA)
- Structural Engineering (AREA)
- Organic Chemistry (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a method for controlling soil deformation in large rectangular pipe jacking. The method comprises the following steps: friction reducing slurry is mixed, and comprises the components of water, bentonite and high-molecular polymers; a slurry injecting port is formed in a pipe piece of a rectangular pipe, and is connected with a slurry injecting pipeline; and in the promoting process of the pipe piece, the friction reducing slurry is injected between the outer surface of the pipe piece and soil through the slurry injecting pipeline to form a layer of mud sleeve on the outer surface of the pipe piece so as to isolate direct contact between the pipe piece and the soil. The soil deformation in the complex-soil layer and large-section rectangular pipe jacking process is controlled through comprehensive methods; firstly, the high-molecular polymers are added in bentonite slurry used for the traditional pipe jacking construction according to a certain proportion, so that the slurry filling viscosity and the pressure bearing capacity are largely improved, and the filter loss in complex soil layers is reduced; and then, the sedimentation is stabilized through soil compensation measures, and even the soil in a settled area is lifted, so that sedimentation parameters satisfy the construction requirements.
Description
Technical field
The present invention relates to a kind of constructing tunnel field, particularly relate to and a kind ofly control the large-scale rectangular push pipe driving method of soil deformation, device and antifriction slurries.
Background technology
Rectangular top pipe is as the one of underground passage non-excavating construction, and they are numerous concerning heavy traffic, the population density, above ground structure, extremely important the urban district of underground structure and pipeline complexity.Its construction characteristic is the traffic not affecting through section ground and the pipeline passed through in soil layer, so must strictly control for the distortion of the soil body in jacking construction.
Tradition soil deformation control measure are by mating pressure injection antifriction slurries (swell soil+water) in the amount of being unearthed and work progress, but strict control cannot be accomplished to bad ground, and the measure clearly controlling and make up be there is no for the jacking section forming sedimentation large.
The implementation that tradition soil deformation controls is as follows:
1, antifriction slurries pressure injection:
1) preparation process
Antifriction slurry material prepares: water, swell soil;
Debugging mud jacking system relevant device: surface water supply system, ground mix slurry system, down-hole slurries pressure injection pipe-line system;
Pressure injection gauge is calculated: tube coupling and soil body interstitial volume;
2) pressure injection step
(1) mixing slurries according to a certain ratio;
(2) rear slurry that ferments is pumped to down-hole slurry storing tank;
(3) manually opened grouting pipeline ball valve carries out slurries pressure injection;
(4) control and record intrusion and Pressure Casting;
2, coupling drilling depth amount and amount of being unearthed is controlled in construction:
Calculate the theoretical unearthed amount advancing every linear meter(lin.m.) according to cross dimensions, be unearthed according to this Data Control and measure.
In construction progradation, cutterhead to upper strata soil body persistent disturbances, can be filled slurries outward by tube wall and has certain effect, but cannot ensure that soil body sedimentation and deformation is in controlled range for the filter loss of complex random systems bentonite slurry self and pressure-bearing property; The amount of being unearthed is controlled after soil improvement and fall its accuracy under the factors such as soil is not thorough and there is larger fluctuation according to coupling drilling depth amount.
Summary of the invention
Technical problem to be solved by this invention is to provide and a kind ofly reduces frictional resistance, the viscosity improving filling slurries and pressure-bearing property, and reduces the method for the control large-scale rectangular push pipe driving soil deformation of the filter loss of self in complex random systems, device and antifriction slurries.
For realizing above-mentioned technique effect, the invention discloses a kind of method controlling large-scale rectangular push pipe driving soil deformation, said method comprising the steps of:
Mixing antifriction slurries, the component of described antifriction slurries comprises water, swell soil, high molecular polymer, and wherein said high molecular polymer accounts for 2 ~ 2.5% of antifriction slurries;
The section of jurisdiction of described rectangular top pipe arranges grouting port, described grouting port connects grouting pipeline;
In the progradation of described section of jurisdiction, by described grouting pipeline to antifriction slurries described in pressure injection between described section of jurisdiction external surface and the soil body, in described section of jurisdiction, external surface forms one deck mud sleeve, contacts to cut off between described section of jurisdiction with the described soil body direct.
The present invention further improves and is, described high molecular polymer comprises greatly, the polyacrylate of middle-molecular-weihydroxyethyl, cellulosate, anti-calcium and anti-salt agent, Modified soil.For preparing initial basis antifriction slurries.Greatly, between the polymeric material of middle-molecular-weihydroxyethyl and useful particle (Modified soil under cutting or swell soil), mutually adsorb between particle and particle, form the net structure framework being covered with whole muddy water space, Free water being drunk soil particle surrounds in its structure, to improve the viscosity shear force of mud, reduce filter loss, complete the initial slurry of pulping retaining wall.
The present invention further improves and is, is symmetrical arranged multiple described grouting port at the right and left of described section of jurisdiction.
The present invention further improves and is, described grouting pipeline comprises slip casting house steward and multiple slip casting arm, the first end of described slip casting arm adopt respectively threeway or two-way connected with each other on described slip casting house steward, the second end of described slip casting arm connects described grouting port.
The present invention further improves and is, the electrical ball valve opened and closed for controlling described grouting port is installed between described slip casting house steward and described slip casting arm, described electrical ball valve control connection is in PLC, and described PLC controls described electrical ball valve and adopts the mode of left and right single-point circulation pressure injection to make described grouting port to antifriction slurries described in pressure injection between described section of jurisdiction external surface and the described soil body.
The present invention further improves and is, is also provided with electronic pressure gauge between described slip casting house steward and described slip casting arm, for monitoring the pressure in described grouting pipeline.
The present invention further improves and is, described slip casting arm is also provided with manual ball valve.
The present invention further improves and is, further comprising the steps of in the progradation of described section of jurisdiction:
The mixing improvement soil body;
Pressure mud mouth is set at the top of described rectangular top pipe and bottom, described pressure mud mouth connects pressure mud pipeline;
In the progradation of described section of jurisdiction, Real-Time Monitoring soil body sedimentation situation, improves the soil body between the described section of jurisdiction of settling zone and the soil body described in pressure injection, settling zone described in lifting by described pressure mud pipeline.
The present invention, owing to have employed above technical scheme, makes it have following beneficial effect:
1, antifriction slurries are by improvement, improve denseness, pressure-bearing property, reduce filter loss, greatly improve slurries quality;
2, automation, tunneling boring slurries pressure injection, guarantee mud sleeve continuity and integrality, reduces back of the body soil, control soil deformation;
3, the soil body compensates, and controls follow-up means, can stablize the sedimentation of the construction section soil body in time as soil deformation, and the adjustment for intrusion can lifting settling zone, minimizing settling amount, Be very effective.
The soil deformation in complex random systems, big cross section rectangular top pipe tunneling process is controlled by comprehensive means, first high molecular polymer is added according to a certain ratio in bentonite slurry used in former jacking construction, greatly improve viscosity and the pressure-bearing property of filling slurries, and to reduce in complex random systems the filter loss of self.Secondly by soil body indemnifying measure stable settlement, even the lifting settling zone soil body, settlement parameter is made to meet construction requirement.
Antifriction slurries are while the tube wall frictional resistance of minimizing section of jurisdiction, and the mud sleeve himself formed has cut off section of jurisdiction tube wall and contacted with the direct of the soil body, prevents from carrying on the back native phenomenon in tunneling process, effectively reduces and controls construction section soil deformation.Independent about grouting pipeline, ensure that tube coupling each some position can obtain slurries in time and supplement.Automation mechanized operation and data acquisition, accurately control pressure injection amount and Pressure Casting, guarantee the continuity that mud sleeve is formed and integrality.
Accompanying drawing explanation
Fig. 1 is the Construction State schematic diagram of rectangular top pipe.
Fig. 2 is the section structure schematic diagram that the present invention controls antifriction filling system in the method for large-scale rectangular push pipe driving soil deformation.
Fig. 3 is the section structure schematic diagram that the present invention controls soil body bucking-out system in the method for large-scale rectangular push pipe driving soil deformation.
Fig. 4 is the three-way connection structure schematic diagram of slip casting house steward and slip casting arm.
Fig. 5 is the two-way syndeton schematic diagram of slip casting house steward and slip casting arm.
Detailed description of the invention
Below in conjunction with accompanying drawing and detailed description of the invention, the present invention is further detailed explanation.
Consult shown in Fig. 1, the head 20 of rectangular top pipe tunnels in the soil body, when driving is to certain distance, head 20 stops advancing, and then utilize the main jacking device 22 in starting well 23 to be released first ring section of jurisdiction 21, the rest may be inferred, advance head 20 and section of jurisdiction 21 successively, until tunnel holing through.The device of control large-scale rectangular push pipe driving soil deformation of the present invention is exactly the frictional resistance for reducing in the progradation of section of jurisdiction between section of jurisdiction and the soil body, prevents from the back of the body native phenomenon occurs in tunneling process, effectively reduces and control construction section soil deformation.
Coordinate shown in Fig. 2 and Fig. 3, the device of control large-scale rectangular push pipe driving soil deformation of the present invention is formed primarily of an antifriction filling system and a soil body bucking-out system, the section of jurisdiction 21 of rectangular top pipe offers respectively grouting port 211 and pressure mud mouth 212, as shown in Figure 1, grouting port 211 is arranged on section of jurisdiction, as shown in Figure 2, mud mouth 212 is pressed to be arranged at top and the bottom of section of jurisdiction.
Antifriction filling system is by surface water supply system, slurry system is mixed on ground, down-hole slurries pressure injection pipe-line system and electrical ball valve PLC control system are formed, slurry system is mixed for mixing antifriction slurries in surface water supply system and ground, down-hole slurries pressure injection pipe-line system comprises grouting pipeline 11, grouting pipeline 11 is made up of 2 cun of slip casting house stewards 111 and the multiple tracks slip casting arm 112 on slip casting house steward connected with each other, slip casting house steward 111 mixes slurry system from surface water supply system and ground and divides 2 route G points and g point to access rectangular top pipe 21 inside respectively, the twice slip casting house steward 111 accessed by G point and g point is laid in the right and left of section of jurisdiction 21 respectively along section of jurisdiction 21 inwall, to the right and left independence slip casting of rectangular top pipe 21.Coordinate shown in Fig. 4 and Fig. 5, the middle part of slip casting house steward 111 is communicated with the first end of slip casting arm 112 by threeway 141, the end of slip casting house steward 111 is then communicated with the first end of slip casting arm 112 by two-way 142, second end of slip casting arm 112 connects the grouting port 211 on section of jurisdiction, and grouting port 211 is evenly laid in the tube wall one week of section of jurisdiction 21.Electrical ball valve PLC control system comprises a PLC 121 and control connection in multiple electrical ball valves 122 of PLC 121.At the middle part of slip casting house steward 111, electrical ball valve 122 is communicated between slip casting house steward 111 and slip casting arm 112, for controlling the keying of grouting port 211 by being installed on threeway 141; As shown in Figure 5, at the end of slip casting house steward 111, electrical ball valve 122 is communicated between slip casting house steward 111 and slip casting arm 112 by being installed on slip casting arm 112, and between two-way 142 and the first end of slip casting arm 112, being connected an electronic pressure gauge 123, monitoring pressure in grouting pipeline 11 for coordinating electrical ball valve 122.Control electrical ball valve 12 by PLC 121 and realize automation pressure injection, improve construction quality and efficiency.According to the PLC program arranged in PLC 121, in the progradation of section of jurisdiction 21, adopt the automatic pressure casting mode of left and right single-point circulation pressure injection, as: A-B-C-D-E-F-A, a-b-c-d-e-f-a, as shown in Figure 2, enter reciprocal slip casting between the external surface of section of jurisdiction 21 and the driving soil body, pressure injection point position order can do corresponding change according to program.Slip casting arm is also communicated with manual ball valve 124, for the keying of Non-follow control grouting port 211.
Wherein, institute's injection slurry is the antifriction slurries be made up of water, swell soil, high molecular polymer, high molecular polymer as a kind of HS-1 type shield structure specialty polymer, primarily of large, the polyacrylate of middle-molecular-weihydroxyethyl, cellulose salt, anti-calcium and anti-salt agent, the composition such as Modified soil and Synergistic additives.This kind of high molecular polymer of 2-2.5% is comprised in antifriction slurries.Greatly, between the polymeric material of middle-molecular-weihydroxyethyl and useful particle (Modified soil under cutting or swell soil), mutually adsorb between particle and particle, form the net structure framework being covered with whole muddy water space, Free water and soil particle are surrounded in its structure, to improve the viscosity shear force of mud, reduce filter loss, complete pulping retaining wall.
According to frictional resistance formula: P=f γ D1 [2H+ (2H+D1) tan (45 ° of-φ/2)+w/ (γ D1)] L, adopt the antifriction slurries of the above-mentioned high molecular polymer of 25g, 120g swell soil and 1000ml water configuration effectively can reduce the frictional resistance of 1000 ~ 1500KN, wherein, P is frictional resistance, f is friction factor, γ is the unit weight of soil, and H is thickness of earth-fill cover
for soil layer Nei Mocha angle, w is the deadweight of pipeline unit length, and D1 is outer diameter tube, and L is jacking length.
Antifriction slurries are while the tube wall frictional resistance of minimizing section of jurisdiction, and the mud sleeve himself formed has cut off section of jurisdiction tube wall and contacted with the direct of the soil body, prevents from carrying on the back native phenomenon in tunneling process, effectively reduces and controls construction section soil deformation.In the progradation of section of jurisdiction 21, adopt automation mechanized operation and data acquisition, the pressure injection amount of accurate control antifriction slurries and Pressure Casting, guarantee to form continuous, complete mud sleeve between the external surface of section of jurisdiction 21 and the driving soil body, with the soil body sedimentation and deformation that the propelling avoided due to section of jurisdiction 21 causes the connection of the periphery soil body, ensure that quality and the safety of rectangular top pipe tunneling construction.
Soil body bucking-out system comprises pressure mud equipment 131 and pressure mud pipeline 132, pressure mud equipment 131 top is provided with one and adds bucket 1311, pressure mud equipment 151 is delivered to for the soil body after adding bentonite slurry improvement that construction is unearthed, the first end of pressure mud pipeline 132 connects pressure mud equipment 131, second end of pressure mud pipeline 132 connects pressure mud mouth 212, pressure mud mouth 212 is evenly laid in top and the bottom of rectangular top pipe outer tube wall, by pressing outside the mud sleeve outside mud pipeline 152 pairs of sections of jurisdiction 21 and carrying out pressure mud between the soil body to raise the soil body, compensate soil body sedimentation.
The method that the present invention controls large-scale rectangular push pipe driving soil deformation compensates construction formation primarily of antifriction slurries pressure-casting construction and the soil body, wherein,
1, antifriction slurries pressure-casting construction step is as follows:
1) preparation process
Antifriction slurry material prepares: water, swell soil, HS-1 type shield structure specialty polymer;
Debugging mud jacking system relevant device: surface water supply system, ground mix slurry system, down-hole slurries pressure injection pipe-line system, electrical ball valve PLC control system;
Pressure injection gauge is calculated: section of jurisdiction and soil body interstitial volume.
2) pressure injection step
(1) mixing antifriction slurries according to a certain ratio, antifriction slurries adopt 25g high molecular polymer, 120g swell soil and 1000ml water mixing to form;
(2) by grouting pipeline 11, antifriction slush pump is delivered to down-hole slurry storing tank;
(3) adopt PLC automatically to open grouting pipeline electrical ball valve and carry out slurries pressure injection between section of jurisdiction external surface and the soil body;
(4) automatically intrusion and Pressure Casting is gathered.
3) connected mode:
(1) in tube coupling, slip casting house steward 111 and slip casting arm 112 are divided into left and right 2 parts, independent separately, carrying out slip casting respectively, ensureing that each some position slurries pressure injection is abundant to being symmetrical arranged with the grouting port of section of jurisdiction the right and left;
(2) 2 cun of slip casting house stewards 111 access, and separate slip casting arm 112 tube wall in parallel first injected hole of a week, install electrical ball valve and electronic pressure gauge additional, realize automation pressure injection through threeway, improve construction quality and efficiency.
4) control mode:
According to the PLC program arranged, automatic pressure casting mode is left and right single-point circulation pressure injection.As: A-B-C-D-E-F-A, a-b-c-d-e-f-a, and so forth, pressure injection point position order can do corresponding change according to program.
Antifriction slurries are while the tube wall frictional resistance of minimizing section of jurisdiction, the mud sleeve that himself is formed between section of jurisdiction tube wall and the soil body, cut off section of jurisdiction tube wall to contact with the direct of the soil body, prevented from tunneling process, carrying on the back native phenomenon, effectively reduced and control construction section soil deformation.12 pressure injection points, left and right pipeline is independent, ensures that tube coupling each some position can obtain slurries in time and supplement.Automation mechanized operation and data acquisition, accurately control pressure injection amount and Pressure Casting, guarantee the continuity that mud sleeve is formed and integrality.
2, soil body compensation construction sequence is as follows:
1) preparation process
Material prepares: soil, water, swell soil;
Ground soil improvement mixing system, optimizes soil body stream plasticity;
The system debug of pressure mud.
2) rate-determining steps
(1) construction is unearthed and is added bentonite slurry improvement, mixing improvement main body;
(2) after improvement, the soil body delivers to pressure mud equipment 151;
(3) according to sedimentation location determination pressure injection position;
(4) operation of pressure mud is implemented;
(5) control pressure injection amount and pressure and make related data record;
(6) ground Real-Time Monitoring pressure injection regional land subsidence change.
Shown in composition graphs 5, in rectangular top pipe work progress, by surface settlement form Real-time Feedback construction section surface settlement situation.As survey crew exceedes early warning value in the sedimentation of jacking mileage A point discovery, by the actual mileage of this position, find the 2# section of jurisdiction immediately below corresponding soil layer.Like this can by carrying out wall pressure mud outside section of jurisdiction in 1#, 2#, 3# section of jurisdiction, this region, the control according to pressure mud amount first reaches stable settlement trend, and lifting settling zone reduces settling amount afterwards.
The present invention controls the soil deformation in complex random systems, big cross section rectangular top pipe tunneling process by comprehensive means, first HS-1 type shield structure specialty polymer is added in bentonite slurry used in former jacking construction, greatly improve viscosity and the pressure-bearing property of filling slurries, and to reduce in complex random systems the filter loss of self.Secondly by soil body indemnifying measure stable settlement, even the lifting settling zone soil body, settlement parameter is made to meet construction requirement.
Below embodiment is to invention has been detailed description by reference to the accompanying drawings, and those skilled in the art can make many variations example to the present invention according to the above description.Thus, some details in embodiment should not form limitation of the invention, the present invention by the scope that defines using appended claims as protection scope of the present invention.
Claims (8)
1. control a method for large-scale rectangular push pipe driving soil deformation, it is characterized in that said method comprising the steps of:
Mixing antifriction slurries, the component of described antifriction slurries comprises water, swell soil, high molecular polymer, and wherein said high molecular polymer accounts for 2 ~ 2.5% of antifriction slurries;
The section of jurisdiction of described rectangular top pipe arranges grouting port, described grouting port connects grouting pipeline;
In the progradation of described section of jurisdiction, by described grouting pipeline to antifriction slurries described in pressure injection between described section of jurisdiction external surface and the soil body, in described section of jurisdiction, external surface forms one deck mud sleeve, contacts to cut off between described section of jurisdiction with the described soil body direct.
2. the method for claim 1, is characterized in that: described high molecular polymer comprises greatly, the polyacrylate of middle-molecular-weihydroxyethyl, cellulosate, anti-calcium and anti-salt agent, Modified soil.
3. the method for claim 1, is characterized in that: be symmetrical arranged multiple described grouting port at the right and left of described section of jurisdiction.
4. method as claimed in claim 3, it is characterized in that: described grouting pipeline comprises slip casting house steward and multiple slip casting arm, the first end of described slip casting arm adopt respectively threeway or two-way connected with each other on described slip casting house steward, the second end of described slip casting arm connects described grouting port.
5. method as claimed in claim 4, it is characterized in that: the electrical ball valve opened and closed for controlling described grouting port is installed between described slip casting house steward and described slip casting arm, described electrical ball valve control connection is in PLC, and described PLC controls described electrical ball valve and adopts the mode of left and right single-point circulation pressure injection to make described grouting port to antifriction slurries described in pressure injection between described section of jurisdiction external surface and the described soil body.
6. method as claimed in claim 5, is characterized in that: be also provided with electronic pressure gauge between described slip casting house steward and described slip casting arm, for monitoring the pressure in described grouting pipeline.
7. method as claimed in claim 6, is characterized in that: described slip casting arm is also provided with manual ball valve.
8. the method for claim 1, is characterized in that in the progradation of described section of jurisdiction further comprising the steps of:
The mixing improvement soil body;
Pressure mud mouth is set at the top of described rectangular top pipe and bottom, described pressure mud mouth connects pressure mud pipeline;
In the progradation of described section of jurisdiction, Real-Time Monitoring soil body sedimentation situation, improves the soil body between the described section of jurisdiction of settling zone and the soil body described in pressure injection, settling zone described in lifting by described pressure mud pipeline.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410382501.0A CN104265326B (en) | 2014-08-06 | 2014-08-06 | A kind of method controlling large-scale rectangular push pipe driving soil deformation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410382501.0A CN104265326B (en) | 2014-08-06 | 2014-08-06 | A kind of method controlling large-scale rectangular push pipe driving soil deformation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104265326A true CN104265326A (en) | 2015-01-07 |
| CN104265326B CN104265326B (en) | 2016-04-27 |
Family
ID=52156884
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410382501.0A Active CN104265326B (en) | 2014-08-06 | 2014-08-06 | A kind of method controlling large-scale rectangular push pipe driving soil deformation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104265326B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005681A (en) * | 2017-10-16 | 2018-05-08 | 广州地铁设计研究院有限公司 | A kind of compaction grouting method |
| CN108587583A (en) * | 2018-04-28 | 2018-09-28 | 中国地质大学（武汉） | A kind of high proportion rectangular top pipe mud and preparation method thereof and construction method |
| CN109268035A (en) * | 2018-08-30 | 2019-01-25 | 上海隧道工程有限公司 | For leaning on the real-time regulation system and method for segment deformation after controlling |
| CN112285332A (en) * | 2020-10-20 | 2021-01-29 | 上海公路桥梁（集团）有限公司 | Simulation test method for antifriction grouting of large-section rectangular jacking pipe |
| CN112408853A (en) * | 2020-11-12 | 2021-02-26 | 上海隧道工程有限公司 | Pipe jacking slurry with micro bearing capacity and preparation method thereof |
| CN112459795A (en) * | 2020-11-12 | 2021-03-09 | 上海隧道工程有限公司 | Large-section rectangular jacking pipe jacking and pressing synchronous construction method |
| CN113006803A (en) * | 2021-04-06 | 2021-06-22 | 中冶华南建设工程有限公司 | Anti-disturbance pipe jacking construction system and construction process |
| CN113790308A (en) * | 2021-08-27 | 2021-12-14 | 深圳大学 | Volume intelligent regulation and control air bag pile capable of reducing influence of back soil in pipe jacking construction and regulation and control method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101806092A (en) * | 2010-03-10 | 2010-08-18 | 沈阳市政集团有限公司 | Pipe jacking construction method capable of reducing friction resistance |
| CN102031974A (en) * | 2010-12-02 | 2011-04-27 | 武汉大学 | Tubal curtain advanced support constructing method for deep mine roadway of coal mine passing through fault fracture zone |
| CN201896623U (en) * | 2010-12-02 | 2011-07-13 | 武汉大学 | Pipe curtain device for penetration of deep lane of coal mine through fault and fracture zone |
| CN103133766A (en) * | 2011-11-29 | 2013-06-05 | 上海市基础工程有限公司 | Over-length heavy caliber steel jacking pipe mud resistance reducing system |
| CN202970719U (en) * | 2012-08-09 | 2013-06-05 | 中铁十六局集团北京工程有限公司 | Relay chamber-free jacking construction device for ultra-long pipe roof |
| CN103525384A (en) * | 2013-10-18 | 2014-01-22 | 中国地质大学（北京） | Thixotropy bentonite slurry with high mud-making rate for horizontal crossing well drilling and preparation method thereof |
| CN103644369A (en) * | 2013-12-24 | 2014-03-19 | 中铁上海工程局有限公司 | Automatic pressure feeding device and method for lubricating and drag-reduction slurry for push pipes |
| CN103835730A (en) * | 2014-03-10 | 2014-06-04 | 上海盾构设计试验研究中心有限公司 | Circular section synchronous rotary jet grouting device |
-
2014
- 2014-08-06 CN CN201410382501.0A patent/CN104265326B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101806092A (en) * | 2010-03-10 | 2010-08-18 | 沈阳市政集团有限公司 | Pipe jacking construction method capable of reducing friction resistance |
| CN102031974A (en) * | 2010-12-02 | 2011-04-27 | 武汉大学 | Tubal curtain advanced support constructing method for deep mine roadway of coal mine passing through fault fracture zone |
| CN201896623U (en) * | 2010-12-02 | 2011-07-13 | 武汉大学 | Pipe curtain device for penetration of deep lane of coal mine through fault and fracture zone |
| CN103133766A (en) * | 2011-11-29 | 2013-06-05 | 上海市基础工程有限公司 | Over-length heavy caliber steel jacking pipe mud resistance reducing system |
| CN202970719U (en) * | 2012-08-09 | 2013-06-05 | 中铁十六局集团北京工程有限公司 | Relay chamber-free jacking construction device for ultra-long pipe roof |
| CN103525384A (en) * | 2013-10-18 | 2014-01-22 | 中国地质大学（北京） | Thixotropy bentonite slurry with high mud-making rate for horizontal crossing well drilling and preparation method thereof |
| CN103644369A (en) * | 2013-12-24 | 2014-03-19 | 中铁上海工程局有限公司 | Automatic pressure feeding device and method for lubricating and drag-reduction slurry for push pipes |
| CN103835730A (en) * | 2014-03-10 | 2014-06-04 | 上海盾构设计试验研究中心有限公司 | Circular section synchronous rotary jet grouting device |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005681A (en) * | 2017-10-16 | 2018-05-08 | 广州地铁设计研究院有限公司 | A kind of compaction grouting method |
| CN108005681B (en) * | 2017-10-16 | 2022-04-29 | 广州地铁设计研究院股份有限公司 | Compaction grouting method |
| CN108587583A (en) * | 2018-04-28 | 2018-09-28 | 中国地质大学（武汉） | A kind of high proportion rectangular top pipe mud and preparation method thereof and construction method |
| CN109268035A (en) * | 2018-08-30 | 2019-01-25 | 上海隧道工程有限公司 | For leaning on the real-time regulation system and method for segment deformation after controlling |
| CN112285332A (en) * | 2020-10-20 | 2021-01-29 | 上海公路桥梁（集团）有限公司 | Simulation test method for antifriction grouting of large-section rectangular jacking pipe |
| CN112285332B (en) * | 2020-10-20 | 2023-04-21 | 上海公路桥梁（集团）有限公司 | Simulation test method for antifriction grouting of large-section rectangular jacking pipe |
| CN112408853A (en) * | 2020-11-12 | 2021-02-26 | 上海隧道工程有限公司 | Pipe jacking slurry with micro bearing capacity and preparation method thereof |
| CN112459795A (en) * | 2020-11-12 | 2021-03-09 | 上海隧道工程有限公司 | Large-section rectangular jacking pipe jacking and pressing synchronous construction method |
| CN113006803A (en) * | 2021-04-06 | 2021-06-22 | 中冶华南建设工程有限公司 | Anti-disturbance pipe jacking construction system and construction process |
| CN113006803B (en) * | 2021-04-06 | 2023-10-20 | 中冶华南建设工程有限公司 | Anti-disturbance pipe jacking construction system and construction process |
| CN113790308A (en) * | 2021-08-27 | 2021-12-14 | 深圳大学 | Volume intelligent regulation and control air bag pile capable of reducing influence of back soil in pipe jacking construction and regulation and control method |
| CN113790308B (en) * | 2021-08-27 | 2023-05-05 | 深圳大学 | Volume intelligent regulation and control air bag pile capable of reducing influence of back soil in pipe jacking construction and regulation and control method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104265326B (en) | 2016-04-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104265326B (en) | A kind of method controlling large-scale rectangular push pipe driving soil deformation | |
| CN104265307B (en) | Non-uniform-hardness stratum earth pressure balance shield tunnel underpassing railway existing line construction method | |
| CN110924967B (en) | Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum | |
| CN101713278B (en) | One-pile double-machine construction method for drilling pouring pile hole formation | |
| CN103510964B (en) | A kind of method when using shield formula TBM to construct to beans gravel rockfill grouting | |
| CN109681236A (en) | Big cross section water-rich sand layer shield driving synchronous grouting method | |
| CN104141314B (en) | The method of complete seepage proof curtain is formed in rock, native two media | |
| CN104455726A (en) | Pipe-jacking construction method for pipeline bottom grouting reinforcement | |
| WO2019228041A1 (en) | Grouting reinforcement method for ground drilling to coal seam broken roof, and grouting apparatus | |
| CN109594990B (en) | Large-section jacking pipe construction method for complex stratum | |
| CN102996135B (en) | Construction method for crossing for complex formation of shield under ultra-deep earth | |
| CN103852574B (en) | A kind of shield tunnel back of the body fills in analogue means and the using method thereof of slurry experiment | |
| CN103603670A (en) | Construction method of ultra-deep-earthed shield crossing complex formations | |
| CN110130936A (en) | It dashes forward in a kind of shield tunneling process and meets the construction method of untreated solution cavity or crack | |
| CN104046338A (en) | Anti-collapse and leakproof drilling fluid and construction method thereof | |
| CN102561950A (en) | Process for realizing grouting consolidation for aggregates filled in cavities of strata and jetting drill bit | |
| CN100503984C (en) | Foundation reinforcing method | |
| CN110185453A (en) | A kind of construction method of shield section end horizontal reinforcing | |
| CN111997653A (en) | Shield tunnel segment wall post-grouting construction method | |
| CN102493781A (en) | Loess formation conduit plugging and annulus external fill balance anti-leakage process | |
| CN107227744B (en) | A kind of construction method of gushing water shear-zone leak stopping | |
| CN103883291B (en) | Throw gravel in Hydrology well casing and become well equipment and construction method | |
| CN102979087B (en) | Construction method for rotary excavation pile | |
| CN106120829A (en) | A kind of deep hole grout curtain overfall thickens construction method | |
| CN108222954B (en) | Construction method for shield to penetrate through sandstone material backfill area |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |