CN102002934B - In-situ modification reinforcing method for expansive soft rock soil - Google Patents
In-situ modification reinforcing method for expansive soft rock soil Download PDFInfo
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- CN102002934B CN102002934B CN2010105340459A CN201010534045A CN102002934B CN 102002934 B CN102002934 B CN 102002934B CN 2010105340459 A CN2010105340459 A CN 2010105340459A CN 201010534045 A CN201010534045 A CN 201010534045A CN 102002934 B CN102002934 B CN 102002934B
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Abstract
The invention relates to an in-situ modification reinforcing method for expansive soft rock soil. In the method, silane coupling agent modified liquid is injected into an expansive soft rock soil body by pressing, and the silane coupling agent modified liquid and hydroxyl contained in the expansive soft rock soil are subjected to coupling reaction to improve the material components and microstructure of the expansive soft rock soil and discharge water from an internal structure, so that the physical and mechanical strength of the expansive soft rock soil is improved, and the water absorption expansion performance of the expansive soft rock soil is lost. Compared with the prior art, the method has reasonableness and operability and is suitable for disaster prevention and control and soft foundation treatment of geotechnical engineering; meanwhile, the modification material is colorless, odorless and nontoxic and avoids secondary pollution on environment.
Description
Technical field
The present invention relates to a kind of reinforcement means of the soft rock soil body, especially a kind of in-situ modified reinforcement means of dilatancy soft rock soil that is applied to the diaster prevention and control and the treatment of soft foundation of geotechnical engineering.
Background technology
In the engineering field of existing dilatancy ground, diaster prevention and control and treatment of soft foundation problem are all arranged, comprise geological disaster and engineering project disaster, especially the supporting of soft-rock tunnel and reinforcing, wherein emphasis handle and control to as if the dilatancy soft rock soil body, this geotechnical body often contains a large amount of clay minerals, be generally montmorillonite family, three major types such as illite family and kaolinite family, the poorest with the performance of montmorillonite family again in this three major types, montmorillonite is the extremely active materials of a kind of physicochemical properties, very easily imbibition produces swelling stress and makes the engineering construction that is in this class geotechnical body produce large deformation; And suction back geotechnical body intensity reduces rapidly even argillization, causes the geotechnical body unstability and caves in, and causes security incident, jeopardizes personal safety.
Reinforcing supporting processing method to the dilatancy soft rock soil body in engineering is that passive supporting and anchoring, grouting and reinforcing and compacting rolls basically, these methods all are that external factor by changing soft rock is with the stability of control soft rock engineering, exist bigger limitation and ageing, therefore, the physico mechanical characteristic of seeking to improve the soft rock soil body self seems very urgent with the method for the long-time stability of the control soft rock soil body and engineering thereof.
Patent of invention CN101319612A discloses " a kind of electrochemical stabilization method of soft rock ", its basic principle is to adopt manual method that soft rock is applied DC electric field, directed moving takes place in the internally charged ion of soft rock under electric field action, thereby the material composition of soft rock and structure are changed, the imbibition reduction, intensity improves, and produces irreversible curing.But owing to soft rock electrochemical characteristic, water reason characteristic, electrochemical stabilization effect are lacked the research of professional system, and required electric current, voltage, electrolyte in the practice of construction process, power up opportunity, the time of powering up and power up parameter understanding such as mode unclear, cause this method to lack actual operation, and then can't in engineering practice, apply.
Patent of invention CN101462894 discloses a kind of " hydrophobic processing method for soft rock surface ", its basic principle is at soft rock surface spray hydrophobic high molecular surfactant soft rock surface to be sealed to protect, prevent that the water vapour in the atmosphere from entering in the soft rock, but this method just stops or has delayed the degradation speed of the engineering properties of the soft rock soil body, fundamentally do not change the mechanics and the physicochemical characteristics of soft rock itself, the soft rock soil body that the engineering practice proof uses this method to handle only can keep the primary characteristic several months, still need constantly reprocess, can't satisfy the long-time stability of soft rock geotechnique journey.
Summary of the invention
The objective of the invention is to overcome the deficiencies in the prior art, a kind of in-situ modified reinforcement means of dilatancy soft rock soil is provided, to change dilatancy soft rock soil body material composition and microstructure, fundamentally change the physico mechanical characteristic of the soft rock soil body, and then realize the long-term stability of soft rock soil.
Based on the problems referred to above and purpose, the measure that the present invention taked is the in-situ modified reinforcement means of a kind of dilatancy soft rock soil, and this method comprises the following steps:
(1) to the sampling of soft rock soil, makes ground core test specimen;
(2) ground core test specimen is carried out mechanical strength, expansion, softening, disintegration and immersion water absorption test, obtain relevant parameter;
(3) ground core test specimen is carried out the osmotic grouting modified test, obtain grouting pressure, action time, temperature and the speed of modification liquid infiltration diffusion and the relation curve of scope;
(4) the ground core test specimen that above-mentioned steps (3) is obtained after the slip casting carries out the described test of above-mentioned steps (2) once more;
(5) result of the test of contrast above-mentioned steps (2) and above-mentioned steps (4) is determined osmotic grouting modification parameter;
(6) according to the result of the test of above-mentioned steps (3) and step (5), determine the degree of depth and an array pitch of injected hole in the soft rock soil body, and punch, pipe laying and cement mortar sealing of hole;
(7) to pressure injection modified silane coupler in the soft rock soil body; Its grouting pressure is 1～5MPa, and the slip casting temperature is 20～100 ℃, and the slip casting time is 1～5d;
(8), realize the in-situ modified reinforcing of dilatancy soft rock soil to soft rock soil body surface spray modified silane coupler.
In the in-situ modified reinforcement means of above-mentioned a kind of dilatancy soft rock soil, described silane coupler is a kind of among KH550, KH560, KH570, KH580 and the KH590; Described slip casting temperature is further elected 75～85 ℃ as; Described osmotic grouting modified test device is to be provided with sample mould and ground core sample in the test stand; Be provided with the cascading water mouth in the bottom of test stand; Top at test stand is communicated with the heating container that fills modification liquid silane coupler by high-pressure hose, and high-pressure hose is provided with hand pump, one way valve and pressure meter.
The in-situ modified reinforcement means of dilatancy soft rock soil of the present invention compared with prior art has following outstanding substantive distinguishing features and obvious improvement:
(1) the present invention is by the coupling reaction of silane coupler and soft rock soil, change the material composition and the structure of soft rock soil, get rid of soft rock Tu Neibujiegoushui, strengthen the physical and mechanical property of soft rock soil, reduce its water sensitivity, thereby fundamentally solved the reinforcing problem of soft rock geotechnique journey.
(2) reinforce material modified colorless and odorless avirulence, can not form second environmental pollution.
(3) this method can make the immersion water absorption rate of dilatancy soft rock soil reduce by 63.1%～92.7%, and intensity improves 1.4～2.3 times.
Description of drawings
Fig. 1 is the in-situ modified reinforcement means Implementation Roadmap of dilatancy soft rock soil of the present invention;
Fig. 2 is an osmotic grouting modified test apparatus structure schematic diagram of the present invention;
Fig. 3 is the graph of relation of grouting pressure of the present invention and modification liquid diffusion radius;
Fig. 4 is the graph of relation of slip casting time of the present invention and modification liquid diffusion radius
Fig. 5 is that rock sample soaks water absorption rate curve map over time before and after the slip casting modification of the present invention;
Fig. 6 is a slip casting modification of the present invention front and back rock sample degree of free swelling curve map over time;
Fig. 7 is the graph of relation that intensity improves multiple and modification temperature after the test specimen slip casting modification of the present invention;
Fig. 8 is a roof to floor convergence curve before and after the in-situ modified reinforcing of the present invention's dilatancy soft-rock tunnel.
Among the figure: modification liquid silane coupler 1, heating container 2, high-pressure hose 3, hand pump 4, one way valve 5, pressure meter 6, test stand 7, sample mould 8, ground core sample 9, cascading water mouth 10.
The specific embodiment
The alleged dilatancy soft rock soil of the present invention is meant and contains a large amount of clay minerals, is easy to take place dehydration-suction and produces swell-shrink characteristic and the engineering properties and the lasting weak rocks soil body that reduces of stability in natural calamity and mankind's activity.
The alleged clay mineral of the present invention is meant the aluminosilicate with sheet or chain crystallization screen work, and it is to be formed through chemical weathering by aluminium silicate minerals such as host mineral feldspar and micas.Aluminosilicate is made up of two major parts, i.e. silicon-oxy tetrahedron and aluminium hydroxyl octahedron.
The present invention injects silane coupler in the soft rock soil body, silane coupler that injects and the contained clay mineral generation coupling reaction of soft rock soil, form hydrophobic silicon-oxygen-aluminium key the flaky crystal screen work is coupled together, thereby the physical mechanics intensity of raising soft rock makes it lose water-swelling property.Its cardinal principle has following two aspects:
(1) coupled action.The octahedra coupling reaction that takes place of silane coupler and aluminium hydroxyl forms hydrophobic silicon-oxygen-aluminum chemistry key and connects sheet crystal lattice frame, thereby improves soft rock soil intensity, eliminates or reduces its imbibition.Concrete reaction is as follows:
R-Si(OH)
3+(HO-[Al)
n-minerals]→(R-Si-O-[Al)
n-minerals]+nH
2O
(2) drainage.By coupled action soft rock internal construction water is mainly intermediary water and hydroxyl discharge, reduces soft rock soil water content, thereby soft rock soil intensity is increased.
Below in conjunction with accompanying drawing the specific embodiment of the present invention is further detailed:
Embodiment 1:
Implement the in-situ modified reinforcement means of a kind of dilatancy soft rock of the present invention soil, undertaken by following step:
The first step, to intending carrying out the soft rock soil body sampling of modified reinforcing, institute's geotechnical body sample of getting should be representative, the soft rock soil sample that collects is made the ground core test specimen of Φ 200 * 400mm, Φ 50 * 20mm and Φ 50 * 100mm, wherein Φ 50 * 100mm test specimen is 6, each 3～5 of Φ 50 * 20mm and Φ 200 * 400mm test specimens, test specimen both ends of the surface irregularity degree error must not be greater than 0.1mm, and the upper and lower side diameter deviation must not be greater than 0.2mm.And the problem that occurs in test specimen color, bedding, joint, crack, mineralogical composition, rate of decay and the process is described record.Sample processing test specimen is reinvented in the ground sample employing of sample preparation difficulty.
Second step, Φ 50 * 100mm test specimen is carried out uniaxial compression experiment, obtain the data such as uniaxial compressive strength, modulus of elasticity, poisson's ratio and coefficient of softening of soft rock soil; Φ 50 * 20mm test specimen is carried out expansion test, dehydration-suction circulation slaking test and soaks water absorption test, obtain degree of free swelling, disintegration index and the immersion water absorption rate of soft rock soil.
The 3rd the step, Φ 200 * 400mm core test specimen is carried out the osmotic grouting modified test, experimental rig as shown in Figure 2, this device is to be provided with sample mould 8 and ground core sample 9 in test stand 7; Be provided with cascading water mouth 10 in the bottom of test stand 7; Top at test stand 7 is communicated with the heating container 2 that fills modification liquid silane coupler 1 by high-pressure hose 3, and high-pressure hose 3 is provided with hand pump 4, one way valve 5 and pressure meter 6.
The basic principle of its osmotic grouting modified test is that hand pump 4 is pressed into modification liquid silane coupler 1 pressurization back in the rock sample by one way valve 5 and grouting port, simulates different slip casting conditions by control cascading water mouth 10 and sample mould 8 with the connected mode of test stand 7 simultaneously.
Concrete process of the test: drill through the injected hole of Φ 20mm * 100mm at ground test specimen 9 centers, at the bottom of high-pressure hose 3 insertion injected holes, the aperture sealing is inserted in the sample mould 8.Again instrument is assembled into an integral body, and checks its seal.Then modification liquid silane coupler 1 is forced into design pressure by hand pump 4 and injects core sample 9, the different tests condition, adopt different colours, open cascading water mouth 10 simultaneously and test, interpretation of records grouting pressure, time, temperature and the speed of modification liquid infiltration diffusion and the relation curve of scope.
The 4th the step, to sample after the slip casting modification get core carry out above-mentioned second the step described test, with result of the test and the second step gained result of the test relatively, comparative analysis draws the dependency relation between the parameters such as slip casting modified effect and modification liquid kind, temperature and grouting pressure, time, grout spreading range.
The 5th step, according to the result in the 3rd step and the 4th step, determine the degree of depth and an array pitch of injected hole on the soft rock soil body, and punch, pipe laying and sealing of hole.
The 6th step, the soft rock soil pressure is annotated silane coupler.
The 7th step, to soft rock soil body surface spray silane coupler, promptly realize the in-situ modified reinforcing of dilatancy soft rock soil.
A kind of in-situ modified reinforcement means of dilatancy soft rock soil, certain dilatancy soft-rock tunnel, the soft rock CLAY MINERALS AND THEIR SIGNIFICANCE is based on smectite content, bedding is grown, it is 7.5MPa that sampling records uniaxial compressive strength, modulus of elasticity 800MPa, poisson's ratio 0.26, water absorption rate 45% is soaked in the rapid disintegration of soaked back rock sample.Can adopt modified silane coupler liquid KH550, KH560, KH570, KH580 or KH590,20～100 ℃ of modification temperatures, grouting pressure 1～5MPa carries out the osmotic grouting modified test to it, and sample after the slip casting modification is carried out mechanics, free wxpansion and immersion water absorption test.
The modified effect that shows modification liquid KH570 at the present embodiment result of the test is better than other four kinds, and Fig. 3 to Fig. 7 is the concrete result of the test of KH570 for modification liquid.Test records the relation curve of grouting pressure and modification liquid diffusion radius and sees Fig. 3, the relation curve of slip casting time and modification liquid diffusion radius is seen Fig. 4, slip casting modification front and back rock sample immersion water absorption rate curve is over time seen Fig. 5, slip casting modification front and back rock sample degree of free swelling curve is over time seen Fig. 6, and the relation curve of intensity raising multiple and modification temperature is seen Fig. 7 after the test specimen slip casting modification.From Fig. 3 to Fig. 7 as can be seen, its immersion water absorption rate and free wxpansion degree significantly reduce after the slip casting modification, are respectively to reach 92.9% and 95.2%; Intensity obviously improves, and its raising degree is relevant with humidity, wherein 80 ℃ the highest, reaches 2.3 times.
Get injected hole degree of depth 2.5m according to result of the test, between array pitch 1.2m, the sealing of hole mode adopts the cement mortar sealing of hole, sealed borehole length 0.4m, injecting paste material KH570, grouting pressure 2MPa, 75～85 ℃ of slip casting temperature, adopt the mode of multiple slip casting that roadway surrounding rock is carried out the slip casting modification, and select the KH570 of sprayer for use 75～85 ℃ of tunnel surface sprayings.Meanwhile adopt traditional support reinforcement method to reinforce, roadway surrounding rock roof to floor convergence curve is seen Fig. 7 before and after the in-situ modified reinforcing, the maximum amount of shifting near 1143mm before reinforcing, reinforce the back maximum amount of shifting near 291mm, only be 25.4% before reinforcing, obtained good support reinforcement effect after as seen adopting in-situ modified reinforcement means.
Claims (4)
1. the in-situ modified reinforcement means of dilatancy soft rock soil, this method comprises the following steps:
(1) to the sampling of soft rock soil, makes ground core test specimen;
(2) ground core test specimen is carried out mechanical strength, expansion, softening, disintegration and immersion water absorption test, obtain relevant parameter;
(3) ground core test specimen is carried out the osmotic grouting modified test, obtain grouting pressure, action time, temperature and the speed of modification liquid infiltration diffusion and the relation curve of scope;
(4) the ground core test specimen that above-mentioned steps (3) is obtained after the slip casting carries out the described test of above-mentioned steps (2) once more;
(5) result of the test of contrast above-mentioned steps (2) and above-mentioned steps (4) is determined osmotic grouting modification parameter;
(6) according to the result of the test of above-mentioned steps (3) and step (5), determine the degree of depth and an array pitch of injected hole in the soft rock soil body, and punch, pipe laying and cement mortar sealing of hole;
(7) to pressure injection modified silane coupler in the soft rock soil body; Its grouting pressure is 1～5MPa, and the slip casting temperature is 20～100 ℃, and the slip casting time is 1～5d;
(8), realize the in-situ modified reinforcing of dilatancy soft rock soil to soft rock soil body surface spray modified silane coupler.
2. the method for claim 1, its modified silane coupler are a kind of among KH550, KH560, KH570, KH580 and the KH590.
3. the method for claim 1, its slip casting temperature is further elected 75～85 ℃ as.
4. the method for claim 1, its osmotic grouting modified test device is to be provided with sample mould (8) and ground core sample (9) in the test stand (7); Be provided with cascading water mouth (10) in the bottom of test stand (7); Top at test stand (7) is communicated with the heating container (2) that fills modification liquid silane coupler (1) by high-pressure hose (3), and high-pressure hose (3) is provided with hand pump (4), one way valve (5) and pressure meter (6).
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| CN2010105340459A CN102002934B (en) | 2010-11-03 | 2010-11-03 | In-situ modification reinforcing method for expansive soft rock soil |
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| CN102002934B true CN102002934B (en) | 2011-11-16 |
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| CN102352639A (en) * | 2011-07-28 | 2012-02-15 | 江苏建筑职业技术学院 | Method for processing expansion stress of expansive soil foundation |
| CN102562090B (en) * | 2011-12-27 | 2014-01-08 | 太原理工大学 | Electrode optimization placement method for improving stability of surrounding rocks in roadway |
| CN106192975A (en) * | 2016-08-31 | 2016-12-07 | 四川和天下科技有限公司 | A kind of reinforcement method of the soil body |
| CN106433681A (en) * | 2016-10-28 | 2017-02-22 | 高德政 | Clay lithification agent and preparing method and application method thereof |
| CN108760840B (en) * | 2018-05-04 | 2020-07-21 | 太原理工大学 | Percolation type testing device and method for electrochemical modification of soft rock |
| CN116122307B (en) * | 2022-09-19 | 2024-06-25 | 中国地质大学（武汉） | Slope emergency multistage reinforcement method |
| CN115651624B (en) * | 2022-10-31 | 2024-01-30 | 西南石油大学 | Surface modification system and method for reducing water invasion injury of water flooding gas reservoir |
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| JP3191681B2 (en) * | 1995-09-07 | 2001-07-23 | 日本ポリウレタン工業株式会社 | Soil-stabilized polyurethane foam resin composition and soil stabilization method using the composition |
| CN101319612B (en) * | 2008-07-23 | 2011-12-28 | 中国科学院武汉岩土力学研究所 | Electrochemical stabilization method for soft rock |
| CN101462894B (en) * | 2009-01-16 | 2012-04-25 | 中国科学院武汉岩土力学研究所 | Hydrophobic processing method for soft rock surface |
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