CN104612131A - Rock and earth mass grouting method - Google Patents
Rock and earth mass grouting method Download PDFInfo
- Publication number
- CN104612131A CN104612131A CN201410804176.2A CN201410804176A CN104612131A CN 104612131 A CN104612131 A CN 104612131A CN 201410804176 A CN201410804176 A CN 201410804176A CN 104612131 A CN104612131 A CN 104612131A
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- China
- Prior art keywords
- temperature
- rock
- grouting
- soil
- slip casting
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
Abstract
Provided is a rock and earth mass grouting method. By changing the temperatures of different components of grout, the temperature difference between the grout and an injected rock and earth mass is improved, the feature that the fluidity of the grout is enhanced when temperature rises is used, the larger diffusion radius of the grout in a rock and earth mass hole and a fracture is obtained, the injecting feature of the grout in an earth mass and broken rocks is improved, the purpose of grouting effect enhancing is achieved, meanwhile, during the process that the grout seeps and carries out heat conducting in the rock and earth mass, the temperature character of a near rock and earth mass is changed, and the temperature monitoring feature of the grouting diffusion range can be obtained. An active temperature rising method is used for achieving the process, the method is simple, the injecting performance of the grout is improved, meanwhile, the injecting range of the grout has temperature measurability, and certain practicability and promoting value are achieved.
Description
Technical field
The present invention relates to a kind of Rock And Soil grouting method, be particularly useful for the engineering such as grouting and reinforcing and grouting water-tight of subterranean body and the soil body, comprise the grouting behind shaft or drift lining of roadway and chamber engineering, consolidation grouting and surface grout injection engineering.
Background technology
Faced by the geotechnical engineering problems of underground to as if Rock And Soil, water and engineering structures, thus the intercoupling of Rock And Soil and engineering structures, the underground space that produces of influencing each other normally uses and spatial stability problem varies.In solution problems process, grouting method is one of conventional method, is solidified and improve mechanical characteristic and the Penetration Signature of country rock (enclosing soil) by the infiltration of grouting serous fluid, thus it is stable and reduce underground space water percolating capacity to realize engineering structures.
The slurry material kind being usually used in grouting engineering is at present more various, the material with mobility and gelation can become injecting paste material, organic system slurry material and inorganic system slurry material can be divided into from large aspect, people are from the viewpoint of the property noted of slurries and the stability after injecting, the characteristic such as density, viscosity, gel time, calculus rate, compressive strength, plastic strength (resist and extrude intensity) of main consideration slurry material, but concern and deep research are lacked to temperature characterisitic aspect.And some researchs show, the slurries of most types have the characteristic of high fluidity under high temperature, and gel time also changes because of temperature change.Characteristic due to Rock And Soil is the characteristic properties formed in its natural state, thus in slip casting process, can people for a change be the characteristic of slurries, therefore can make full use of this characteristic that slurries flowing and gel change with temperature.
After band temperature difference slurries inject Rock And Soil, along with seepage flow and heat conducting process, interchange of heat is carried out with around Rock And Soil, around Rock And Soil temperature rise with slurries injection rate number and there is certain temperature difference opposite sex, this makes the size of slurry content in Rock And Soil can be realized by the method for temperature test, therefore Rock And Soil is provided with the testability energy of slurries diffusing capacity, and this is another performance adopting the warm slurries slip casting of band.
Summary of the invention
Technical problem: goal of the invention has problems in prior art, a kind of Rock And Soil grouting method is provided, the change of slurry characteristics is carried out by the temperature changing grouting serous fluid, realize the high mobility of slurries and rational gel time, improve range of grouting and effect, slip casting process slip casting region Rock And Soil has temperature change characteristic in real time simultaneously.
Technical scheme: Rock And Soil grouting method of the present invention comprises the steps:
A, plan slip casting region in and peripheral intervals lay multiple temperature point, to lay multiple temperature point position construction drills, interleave in multiple temperature point region construction at least one inlet well;
B, in each boring along drilling depth direction cloth temperature pick up, filling sealing of hole is carried out to boring, and temperature test wire is drawn boring is outer accesses temperature measuring device, temperature survey is carried out to boring;
C, connection filling system, slip casting is carried out in inlet well, in slurry agitation and heating system, grouting serous fluid is heated, grouting serous fluid is made to have temperature difference T higher than stratum initial temperature T, by the grouting pressure of grouting pump by the slurries of heating via grouting pipeline, connect valve and thermo-insulating pipe line, inject Rock And Soil injection zone finally by the inlet well in slip casting Rock And Soil and Grouting Pipe; Grouting serous fluid carries out passing temperature diffusion to Rock And Soil under temperature difference T effect, and the temperature difference changes the gap of Rock And Soil and the viscosity property of slurries, thus has more excellent flow behavior, makes injection zone larger;
D, to be conducted in Rock And Soil by grouting serous fluid temperature difference T and diffusion process causes the temperature of Rock And Soil to change, the variations in temperature of different distance place slip casting instrument connection is different, the regional location that reflection grouting serous fluid arrives, according to the slip casting temperature value parameter of temperature measuring device display, change the size of grouting pressure by adjustment grouting amount and control the slip casting end time, intending slip casting setting requirement in slip casting region until meet.
The slurry temperature of described injection, higher than Rock And Soil in-situ temperature, is 10 ~ 100 DEG C with the temperature difference being injected into Rock And Soil.
Spacing between multiple measuring points that described temperature point is laid is 200 ~ 2000mm.
The temperature pick up laid along drilling depth direction in described boring is one or more.
It is described that along drilling depth direction, the spacing laid between multiple temperature pick up is 200 ~ 500mm.
Beneficial effect: owing to have employed technique scheme, the present invention is by changing the temperature of grouting serous fluid different component, improve grouting serous fluid and the temperature difference being injected into Rock And Soil, utilize the slurries characteristic that mobility strengthens when temperature raises, obtain the larger dilation angle of slurries in Rock And Soil hole and crack, improve slurries in the soil body and fractured rock can injection properties, reach the object strengthening slip casting effect, simultaneously slurries change in seepage flow and heat conducting process in Rock And Soil near the temperature proterties of Rock And Soil, the temperature that can obtain slip casting range of scatter can monitor characteristic.The present invention proposes and adopt the method and measure implementation procedure initiatively heated up comparatively easy, that improves slurries can make slurries injection scope have temperature measurability while injection, and its method is simple, easy to operate, effective, there is practicality in the art widely.
Accompanying drawing explanation
Fig. 1 is grouting method schematic diagram of the present invention.
In figure: 1-slurry agitation and heating system, 2-grouting pump, 3-grouting pipeline, 4-connects valve and thermo-insulating pipe line, 5-inlet well and Grouting Pipe, and 6-holes, and 7-slip casting space wall, 8-injection zone, 9-intends slip casting region.
Detailed description of the invention
Below in conjunction with accompanying drawing, one embodiment of the present of invention are further described:
Rock And Soil grouting method step of the present invention is as follows:
A, plan slip casting region 9 in and wall 7 interval, periphery slip casting space lay multiple temperature point, to the multiple temperature point position construction drills 6 laid, at least one inlet well 5 of construction is interleave in multiple temperature point region, according to on-site actual situations, inlet well 5 can be one, also can be multiple; Spacing between multiple measuring points that described temperature point is laid is 200 ~ 2000mm.
B, in each boring 6, lay temperature pick up along drilling depth direction, filling sealing of hole is carried out to boring, and temperature test wire is drawn boring is outer accesses temperature measuring device, temperature survey is carried out to boring; The temperature pick up laid along drilling depth direction in described boring 6 is one or more, and the spacing laid along drilling depth direction between multiple temperature pick up is 200 ~ 500mm.
C, connection filling system, slip casting is carried out in inlet well 5, in slurry agitation and heating system 1, grouting serous fluid is heated, grouting serous fluid is made to have temperature difference T higher than stratum initial temperature T, by the grouting pressure of grouting pump 2 by the slurries of heating via grouting pipeline 3, connect valve and thermo-insulating pipe line 4, inject Rock And Soil injection zone 8 finally by the inlet well in slip casting Rock And Soil and Grouting Pipe 5, that improves slip casting can injection efficiency; Grouting serous fluid carries out passing temperature diffusion to Rock And Soil under temperature difference T effect, and the temperature difference changes the gap of Rock And Soil and the viscosity property of slurries, thus has more excellent flow behavior, makes injection zone 8 larger; The slurry temperature injected, higher than Rock And Soil in-situ temperature, is 10 ~ 100 DEG C with the temperature difference being injected into Rock And Soil.The method of formation temperature difference comprises to heat with open firing with by modes such as heating pipe lines, heating can be selected before slurry constituents mixing, in mixed process or after mixing opportunity, the water such as starched for inorganic series cement heats, obtain high temperature water mud after stirring, or give heat temperature raising in the whipping process of water and cement.
D, to be conducted in Rock And Soil by grouting serous fluid temperature difference T and diffusion process causes the temperature of Rock And Soil to change, the variations in temperature of different distance place slip casting instrument connection 6 is different, the regional location that reflection grouting serous fluid arrives, according to the slip casting temperature value parameter of temperature measuring device display, change the size of grouting pressure by adjustment grouting amount and control the slip casting end time, intending slip casting setting requirement in slip casting region 9 until meet.
Claims (5)
1. a Rock And Soil grouting method, is characterized in that comprising the steps:
A, in plan slip casting region (9) and peripheral intervals lay multiple temperature point, to multiple temperature point position construction drills (6) of laying, in multiple temperature point region, interleave at least one inlet well (5) of constructing;
B, in each boring (6), lay temperature pick up along drilling depth direction, filling sealing of hole is carried out to boring, and temperature test wire is drawn boring is outer accesses temperature measuring device, temperature survey is carried out to boring;
C, connection filling system, slip casting is carried out in inlet well (5), in slurry agitation and heating system (1), grouting serous fluid is heated, grouting serous fluid is made to have temperature difference T higher than stratum initial temperature T, by the grouting pressure of grouting pump (2) by the slurries of heating via grouting pipeline (3), connect valve and thermo-insulating pipe line (4), inject Rock And Soil injection zone (8) finally by the inlet well in slip casting Rock And Soil and Grouting Pipe (5); Grouting serous fluid carries out passing temperature diffusion to Rock And Soil under temperature difference T effect, and the temperature difference changes the gap of Rock And Soil and the viscosity property of slurries, thus has more excellent flow behavior, makes injection zone (8) larger;
D, to be conducted in Rock And Soil by grouting serous fluid temperature difference T and diffusion process causes the temperature of Rock And Soil to change, the variations in temperature of different distance place slip casting instrument connection (6) is different, the regional location that reflection grouting serous fluid arrives, according to the slip casting temperature value parameter of temperature measuring device display, change the size of grouting pressure by adjustment grouting amount and control the slip casting end time, intending slip casting region (9) interior slip casting setting requirement until meet.
2. a kind of Rock And Soil grouting method according to claim 1, is characterized in that: the slurry temperature of injection, higher than Rock And Soil in-situ temperature, is 10 ~ 100 DEG C with the temperature difference being injected into Rock And Soil.
3. Rock And Soil grouting method according to claim 1, is characterized in that: the spacing between multiple measuring points that described temperature point is laid is 200 ~ 2000mm.
4. Rock And Soil grouting method according to claim 1, is characterized in that: the temperature pick up laid along drilling depth direction in described boring (6) is one or more.
5. Rock And Soil grouting method according to claim 4, is characterized in that: described along drilling depth direction, the spacing laid between multiple temperature pick up is 200 ~ 500mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410804176.2A CN104612131B (en) | 2014-12-22 | 2014-12-22 | A kind of Rock And Soil grouting method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410804176.2A CN104612131B (en) | 2014-12-22 | 2014-12-22 | A kind of Rock And Soil grouting method |
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| Publication Number | Publication Date |
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| CN104612131A true CN104612131A (en) | 2015-05-13 |
| CN104612131B CN104612131B (en) | 2016-10-12 |
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| CN201410804176.2A Expired - Fee Related CN104612131B (en) | 2014-12-22 | 2014-12-22 | A kind of Rock And Soil grouting method |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106948336A (en) * | 2017-05-10 | 2017-07-14 | 刘鹏飞 | A kind of grouting strengthening method based on thermodynamic principles |
| CN107018698A (en) * | 2016-02-02 | 2017-08-08 | 中国矿业大学(北京) | The restorative procedure of coal mine small-sized Collapse Pit |
| CN108914924A (en) * | 2018-07-05 | 2018-11-30 | 浙江科技学院 | There are the grouting strengthening method and device in flowing underground water gravel boulder bed |
| CN111764959A (en) * | 2020-06-29 | 2020-10-13 | 中煤科工集团西安研究院有限公司 | Gas-liquid linkage high-concentration slurry grouting device and method for deep water-rich goaf |
| CN112629609A (en) * | 2020-12-04 | 2021-04-09 | 中煤科工开采研究院有限公司 | Grouting amount measuring method |
| CN112901112A (en) * | 2021-03-26 | 2021-06-04 | 中国安能集团第三工程局有限公司 | Novel grouting control method and device |
| CN116127859A (en) * | 2022-11-23 | 2023-05-16 | 山东大学 | High-temperature dynamic water grouting simulation method and system for fractured rock |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS61274013A (en) * | 1985-05-30 | 1986-12-04 | Ohbayashigumi Ltd | Measurement of improving range of ground in chemical grout injection work |
| KR100643716B1 (en) * | 2005-07-22 | 2006-11-10 | (주) 소암컨설턴트 | The judgmentt methods of the grouting-result using the heating device and the temperature-monitoring equipments |
| JP2011226250A (en) * | 2010-04-01 | 2011-11-10 | Maeda Corp | Quality control method for soil improvement body, measuring method and measuring rod |
| CN103410140A (en) * | 2013-06-21 | 2013-11-27 | 赵平 | Autoignition coal gangue flow slope extinguishment and steadiness comprehensive treatment technology |
-
2014
- 2014-12-22 CN CN201410804176.2A patent/CN104612131B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS61274013A (en) * | 1985-05-30 | 1986-12-04 | Ohbayashigumi Ltd | Measurement of improving range of ground in chemical grout injection work |
| KR100643716B1 (en) * | 2005-07-22 | 2006-11-10 | (주) 소암컨설턴트 | The judgmentt methods of the grouting-result using the heating device and the temperature-monitoring equipments |
| JP2011226250A (en) * | 2010-04-01 | 2011-11-10 | Maeda Corp | Quality control method for soil improvement body, measuring method and measuring rod |
| CN103410140A (en) * | 2013-06-21 | 2013-11-27 | 赵平 | Autoignition coal gangue flow slope extinguishment and steadiness comprehensive treatment technology |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107018698A (en) * | 2016-02-02 | 2017-08-08 | 中国矿业大学(北京) | The restorative procedure of coal mine small-sized Collapse Pit |
| CN106948336A (en) * | 2017-05-10 | 2017-07-14 | 刘鹏飞 | A kind of grouting strengthening method based on thermodynamic principles |
| CN108914924A (en) * | 2018-07-05 | 2018-11-30 | 浙江科技学院 | There are the grouting strengthening method and device in flowing underground water gravel boulder bed |
| CN111764959A (en) * | 2020-06-29 | 2020-10-13 | 中煤科工集团西安研究院有限公司 | Gas-liquid linkage high-concentration slurry grouting device and method for deep water-rich goaf |
| CN112629609A (en) * | 2020-12-04 | 2021-04-09 | 中煤科工开采研究院有限公司 | Grouting amount measuring method |
| CN112901112A (en) * | 2021-03-26 | 2021-06-04 | 中国安能集团第三工程局有限公司 | Novel grouting control method and device |
| CN116127859A (en) * | 2022-11-23 | 2023-05-16 | 山东大学 | High-temperature dynamic water grouting simulation method and system for fractured rock |
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| Publication number | Publication date |
|---|---|
| CN104612131B (en) | 2016-10-12 |
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Address after: 221116 Research Institute of China University of Mining and Technology,, Jiangsu Applicant after: CHINA University OF MINING AND TECHNOLOGY Address before: 221116 Research Institute, China University of Mining and Technology, Xuzhou University, Jiangsu, China, Applicant before: CHINA University OF MINING AND TECHNOLOGY |
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Granted publication date: 20161012 Termination date: 20211222 |