CN103018152A - Indoor grouting testing device under simulation of complex stress effect and testing method thereof - Google Patents
Indoor grouting testing device under simulation of complex stress effect and testing method thereof Download PDFInfo
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- CN103018152A CN103018152A CN2012105589066A CN201210558906A CN103018152A CN 103018152 A CN103018152 A CN 103018152A CN 2012105589066 A CN2012105589066 A CN 2012105589066A CN 201210558906 A CN201210558906 A CN 201210558906A CN 103018152 A CN103018152 A CN 103018152A
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Abstract
The invention discloses an indoor grouting testing device under simulation of a complex stress effect and a testing method thereof. According to the invention, a rock-soil sample is wrapped with a rubber membrane, and is provided with an upper permeable stone and a lower permeable stone on the upper surface and the lower surface thereof respectively; the upper permeable stone and the lower permeable stone are arranged in a closed surrounding pressure room; the upper permeable stone is provided with a pressurization plug; the pressurization plug is connected to an axial pressurization device through a force transfer rod; a surrounding pressure pipe is communicated with the surrounding pressure room, and the outer end of the surrounding pressure pipe is connected with a surrounding pressure system; a counter pressure pipe is connected with the upper permeable stone, and the outer end of the counter pressure pipe is connected with a counter pressure system; and a grouting filter pipe, placed in the axes of the rock-soil sample, is connected with equipment, such as a grouting pump, a slurry barrel and the like through grouting pipes. Through truly simulating the coupling effect between deep complex stress and underground water pressure, the slurry dispersion radius in rock-soil body grouting and the function relationship between the osmotic coefficient value of a grouted stone body and the related parameter are obtained. The device and the method shorten the time needed by tests, and achieve effects of convenience, reliability and accuracy.
Description
Technical field
The invention belongs to Geotechnical Engineering field, deep, be specifically related to grouting test device and the test method thereof of a kind of Rock And Soil under different stress levels, different Water Pressure, be mainly used in solving in the Geotechnical Engineering field, deep owing to the rear calculus body permeability coefficient of grout spreading range in the Rock And Soil grouting works under complex stress and the groundwater pressure coupling and grouting, and with Rock And Soil dielectric structure, grouting pressure, grouting time, water cement ratio, the research of funtcional relationship between the parameters such as slurry viscosity.
Background technology
Grout spreading range is the important indicator that reflects grouting effect with the rear calculus body infiltration coefficient of grouting, it directly affects layout and the anti-seepage reinforcing effect of grout hole pitch-row, not only be subject to the Rock And Soil dielectric structure, grouting pressure, the slip casting time, water cement ratio, the impact in various degree such as slurry viscosity, also to consider the differently stressed level of Rock And Soil, the impact of different Water Pressures, it is one of heat subject of international Rock And Soil anti-seepage reinforcing, it also is the nuke rubbish underground disposal, underground energy stores, underground carbon dioxide storage, geothermal exploitation, oil exploitation, water conservancy and hydropower, nuclear power, side slope, numerous basic research problems with grouting works Related Rocks engineering such as copper chamber.If be in the milk unsuccessfully, then not only waste a large amount of manpower and materials, and entail dangers to personnel property safety, contaminated environment and groundwater resource etc.At present, the manpower and materials that site test drops into are large, and only are that test figure is few for site operation provides tentative qualitative test, far can not study comprehensively; Mostly shop experiment is to utilize the equipment of temporarily piecing together to do some simple researchs, very immature, manually-operated, function singleness, and do not consider the impact of complex stress etc., the shortage of test figure (particularly comprehensive, comprehensive test figure) has not only limited the development of Rock And Soil Grouting Theory system, and has seriously restricted solid-liquid-gas interaction and many grouting modeling and the development of Rock And Soil Grouting Theory and the accuracys that predict the outcome that lotus root is closed in the Rock And Soil medium.So need device and the test method thereof of indoor grouting test under a kind of Simulation of Complex effect of stress badly, effectively fill up the blank of this respect.
Summary of the invention
One of purpose of the present invention be to provide a kind of to Rock And Soil under different stress levels, different Water Pressure, calculus body infiltration coefficient and the test unit that carries out real-time monitored and monitoring with the relevant parameter of being in the milk etc. thereof after grout spreading range and the grouting, with overcome oneself have exist in the technology do not consider sample complex stress level, test duration is long, reliability is low, the test figure precision is low, use inconvenience, function singleness spends the shortcomings such as large.
First purpose of the present invention realizes by the following technical solutions: indoor grouting test device under this Simulation of Complex effect of stress, it comprises base, base and the cylindrical shape organic glass seal closure that is installed on it and loam cake form the ambient pressure chamber of a sealing, the confined pressure pipe passes and ambient pressure chamber UNICOM from base one side, and its outer end is connected with the ambient pressure system; Columniform ground sample is fixed in the base of ambient pressure chamber in the heart, and ground sample above and below is respectively equipped with upper dankness stone and lower permeable stone, and ground sample coated outside has rubber membrane; Be provided with above the upper dankness stone and add tamponade, add tamponade and be connected with transmission rod, transmission rod hermetically passing loam cake center is connected with axial pressurizing device, and axial pressurizing device is installed on the reaction frame; The back-pressure solenoid from base one side pass enter the ambient pressure chamber after, pass again and add tamponade and be connected with upper dankness stone, the outer end of back-pressure solenoid is connected with the opposite pressure system; Be provided with the grouting chimney filter in ground sample axle center, grouting chimney filter upper end closed, the lower end is in lower permeable stone place and grout pipe UNICOM, and the ground sample is in sealed environment with the grouting chimney filter; Grout pipe passes successively from base one side and is connected with pressure transducer, flowmeter, grouting pump and slurry bucket, and the grout pipe before pressure transducer is provided with pipe joint.
Further, for ease of control, be provided with valve at described confined pressure pipe and back-pressure solenoid.
Grout pipe between described grouting pump and flowmeter is connected by a short circuit pipe with the slurry bucket, and the short circuit pipe is provided with valve.During valve on opening the short circuit pipe, unnecessary slurry reflux is in the slurry bucket.
Two of purpose of the present invention is to provide the test method of indoor grouting test device under the above-mentioned Simulation of Complex effect of stress, and the method comprises the step of following order:
(1) the grouting chimney filter in ground sample and its axle center is installed in the base of ambient pressure chamber in the heart, evenly paste some filter paper bars along ground sample outer wall length direction after, wrap up again rubber membrane; Permeable stone and lower permeable stone are installed respectively in ground sample above and below, and rubber membrane and base center projection and upper dankness stone are tightened with bungee, make ground sample and grouting chimney filter place sealed environment; After loam cake and organic glass seal closure are installed, will add that tamponade is pushed down and fixedly ground sample and grouting chimney filter;
(2) fill with water by ambient pressure system and confined pressure pipe to the ambient pressure chamber around the ground sample, and the c that exerts pressure
3
(3) if test design requires in the ground sample water pressure is not arranged, then the back-pressure solenoid is connected atmospheric pressure, if test design requires to have in the ground sample water pressure to exist, then applies certain water pressure P by opposite pressure system and back-pressure solenoid to the ground sample
w, and in process of the test, keep stable;
(4) thrust the ground sample by axial pressurizing device, transmission rod and pressurization and apply deviator stress Δ c, the then principle stress of vertical direction
(5) be fed in the ground sample at the cement grout of certain lower certain water cement ratio of grouting pressure P effect by grouting pump, grout pipe and grouting chimney filter, form the injecting cement paste of certain diffusion radius R, grout spreading range R records respectively corresponding grouting pressure P and grouting amount V by pressure transducer and flowmeter simultaneously less than the ground radius of specimen;
(6) shed grouting pressure, the pipe joint of outwarding winding, disconnect being connected of the miscellaneous equipments such as grout pipe and grouting pump, in grout pipe and grouting chimney filter, insert the remaining slurries of jet water spout flushing the inside, after 14 days, reclose pipe joint, the miscellaneous equipments such as grout pipe and grouting pump reconnected, by grouting pump, grout pipe and grouting chimney filter at certain pressure P
wEffect lower in the ground sample setting-out, treat that setting-out is the flow Q of steady state (SS), record respectively corresponding water pressure P by pressure transducer and flowmeter
wWith regime flow Q;
(7) according to Darcy's law and Hydraulic and Hydro-Power Engineering water pressure test in borehole rules SL31-2003, adopt q=Q/LP
w, the permeability rate of calculating ground sample; In the formula, q is the permeability rate of sample, and unit is Lu; L is the length of sample, and unit is m; Q is regime flow, and unit is L/min; P
wBe test pressure, unit is Mpa;
(8) shed the poor Δ c of axial principal stress, by axial pressurizing device, transmission rod pressurization is moved beyond the Great Wall, the pressure c around then shedding by the ambient pressure system
3, get rid of the indoor water of ambient pressure by the confined pressure pipe, take out the ground sample, measure grout spreading range R;
(9) the different ground sample during the employing test design arranges adopts different grouting pressure, water cement ratio, axial stress c
1And ambient pressure c
3Repeat according to step (1) to step (8), data are inputted Computer Processing and analysis, drawing grout spreading range is factor of porosity and infiltration coefficient with the rear permeability rate of grouting and dielectric structure, grouting pressure, the slip casting time, the functional relation of the parameters such as water cement ratio under complex stress condition.
The present invention compared with prior art has following advantage:
(1) can carry out the grouting test of Rock And Soil under different stress levels, variety classes slurries (comprising cement grout, chemical grout, the multiple slurries that mix material etc.), the different water pressure coupling.But in the Geotechnical Engineering of real simulation deep because calculus body permeability coefficient after grout spreading range and the grouting in the Rock And Soil grouting under complex stress and the groundwater pressure coupling.
(2) can carry out the afterwards research of the funtcional relationship between calculus body infiltration coefficient and the parameters such as Rock And Soil dielectric structure, grouting pressure, grouting time, water cement ratio and serum viscosity using of grout spreading range and grouting in the grouting of Rock And Soil under the complex stress condition.
(3) because ground sample sidewall is taked the flexible water drainage mode, be different from the conventional sample water discharge method of prior art, so that the present invention can well solve soil cement sample sidewall drainage problem, exist coarse and out-of-flatness also not affect drainage effect on the sample outside surface.
(4) because to the grout hole placement of flexible chimney filter in the middle of the ground sample, be different from the conventional sample grouting method of prior art, so that the present invention can well solve ground sample grout hole inwall grouting interface problem, avoided in grouting or the injecting process hole wall to cause washing away, the impact such as slump.
(5) stablize the opposite pressure function owing to can not only provide opposite pressure to reach to the opposite pressure system, and the opposite pressure pipeline also can be connected atmosphere pressing element degassing function when not needing pressure, shorten the test required time, make it convenient, reliable and accurate.
Description of drawings
Fig. 1 is the structural representation of grouting test device of the present invention.
Embodiment
The present invention is described in further detail below in conjunction with drawings and Examples.
Referring to Fig. 1, the grouting test device of the embodiment of the invention comprises base 20, and base 20 and the cylindrical shape organic glass seal closure 13 that is installed on it and loam cake 12 form the ambient pressure chamber 14 of a sealing.Confined pressure pipe 17 passes from the left side of base 20 and ambient pressure chamber 14 UNICOMs, and its outer end is connected with ambient pressure system 16, is provided with valve 23 at confined pressure pipe 17.Columniform ground sample 5 is fixed in the base 20 of ambient pressure chamber 14 in the heart, and the above and below of ground sample 5 is respectively equipped with upper dankness stone 701 and lower permeable stone 702, and ground sample 5 coated outside have rubber membrane 6.Be provided with above the upper dankness stone 701 and add tamponade 8, add tamponade 8 and be connected with transmission rod 11, the center of transmission rod 11 hermetically passing loam cakes 12 is connected with axial pressurizing device 10, and axial pressurizing device 10 is installed on the reaction frame 9.Back-pressure solenoid 15 from the left side of base 20 pass enter ambient pressure chamber 14 after, pass again and add tamponade 8 and be connected with upper dankness stone 701, the outer end of back-pressure solenoid 15 is connected with opposite pressure system 21, is provided with valve 24 in back-pressure solenoid 15.Place, axle center at ground sample 5 is provided with grouting chimney filter 4, grouting chimney filter 4 upper end closeds, and the lower end is in lower permeable stone 702 places and grout pipe 3 UNICOMs, and ground sample 5 is in sealed environment with grouting chimney filter 4.Grout pipe 3 passes successively with pressure transducer 19, flowmeter 18, grouting pump 2 and is connected bucket 1 and is connected from the right side of base 20, the grout pipe 3 before pressure transducer 19 is provided with pipe joint 22.Grout pipe 3 between grouting pump 2 and the flowmeter 18 and slurry bucket 1 are connected by a short circuit pipe, and the short circuit pipe is provided with valve 25.
Test method based on indoor grouting test device under the Simulation of Complex effect of stress shown in Figure 1 is as follows:
(1) the grouting chimney filter 4 in ground sample 5 and its axle center is installed in the base 20 of ambient pressure chamber 14 in the heart, evenly paste some filter paper bars along ground sample 5 outer wall length directions after, wrap up again rubber membrane 6; Permeable stone 701 and lower permeable stone 702 are installed respectively in the above and below of ground sample 5, and rubber membrane 6 is tightened with center projection and the upper dankness stone 701 usefulness bungees of base 20, make ground sample 5 and grouting chimney filter 4 place sealed environment; After loam cake 12 and organic glass seal closure 13 are installed, will add that tamponade 8 is pushed down and fixedly ground sample 5 and grouting chimney filter 4;
(2) fill with water for ground sample 5 ambient pressure chamber 14 on every side by ambient pressure system 16 and confined pressure pipe 17, and the c that exerts pressure
3
(3) if test design requires in the ground sample water pressure is not arranged, then back-pressure solenoid 15 is connected atmospheric pressure, if test design requires to have in the ground sample water pressure to exist, then applies certain water pressure P for the ground sample by opposite pressure system 21 and back-pressure solenoid 15
w, and in process of the test, keep stable;
(4) by axial pressurizing device 10, transmission rod 11 with add tamponade 8 and apply deviator stress Δ c, the then principle stress of vertical direction to ground sample 5
(5) be fed in the ground sample 5 at the cement grout of certain lower certain water cement ratio of grouting pressure P effect by grouting pump 2, grout pipe 3 and grouting chimney filter 4, form the injecting cement paste of certain diffusion radius R, grout spreading range R records respectively corresponding grouting pressure P and grouting amount V by pressure transducer 19 and flowmeter 18 simultaneously less than the radius of ground sample 5;
(6) shed grouting pressure, the pipe joint 22 of outwarding winding, disconnection grout pipe 3 is connected with grouting pump 2 miscellaneous equipments such as grade, at the remaining slurries of grout pipe 3 with grouting chimney filter 4 interior insertion jet water spout flushing the insides, after 14 days, reclose pipe joint 22, grout pipe 3 and grouting pump 2 miscellaneous equipments such as grade reconnected, by grouting pump 2, grout pipe 3 and grouting chimney filter 4 at certain pressure P
wEffect lower in the ground sample setting-out, treat that setting-out is the flow Q of steady state (SS), record respectively corresponding water pressure P by pressure transducer 19 and flowmeter 18
wWith regime flow Q;
(7) according to Darcy's law and Hydraulic and Hydro-Power Engineering water pressure test in borehole rules SL31-2003, adopt q=Q/LP
w, the permeability rate of calculating ground sample; In the formula, q is the permeability rate of sample, and unit is Lu; L is the length of sample, and unit is m; Q is regime flow, and unit is L/min; P
wBe test pressure, unit is Mpa;
(8) shed the poor Δ c of axial principal stress, make to add in the tamponade 8 by axial pressurizing device 10, transmission rod 11 and move, the pressure c around then shedding by ambient pressure system 16
3, the water by confined pressure pipe 17 is got rid of in the ambient pressure chamber 14 takes out ground sample 5, measures grout spreading range R;
(9) the different ground sample during the employing test design arranges adopts different grouting pressure, water cement ratio, axial stress c
1And ambient pressure c
3Repeat according to step (1) to step (8), data are inputted Computer Processing and analysis, drawing grout spreading range is factor of porosity and infiltration coefficient with the rear permeability rate of grouting and dielectric structure, grouting pressure, the slip casting time, the functional relation of the parameters such as water cement ratio under complex stress condition.
Claims (4)
1. indoor grouting test device under the Simulation of Complex effect of stress, it is characterized in that: it comprises base, base and the cylindrical shape organic glass seal closure that is installed on it and loam cake form the ambient pressure chamber of a sealing, the confined pressure pipe passes and ambient pressure chamber UNICOM from base one side, and its outer end is connected with the ambient pressure system; Columniform ground sample is fixed in the base of ambient pressure chamber in the heart, and ground sample above and below is respectively equipped with upper dankness stone and lower permeable stone, and ground sample coated outside has rubber membrane; Be provided with above the upper dankness stone and add tamponade, add tamponade and be connected with transmission rod, transmission rod hermetically passing loam cake center is connected with axial pressurizing device, and axial pressurizing device is installed on the reaction frame; The back-pressure solenoid from base one side pass enter the ambient pressure chamber after, pass again and add tamponade and be connected with upper dankness stone, the outer end of back-pressure solenoid is connected with the opposite pressure system; Be provided with the grouting chimney filter in ground sample axle center, grouting chimney filter upper end closed, the lower end is in lower permeable stone place and grout pipe UNICOM, and the ground sample is in sealed environment with the grouting chimney filter; Grout pipe passes successively from base one side and is connected with pressure transducer, flowmeter, grouting pump and slurry bucket, and the grout pipe before pressure transducer is provided with pipe joint.
2. indoor grouting test device under the Simulation of Complex effect of stress according to claim 1 is characterized in that: be provided with valve at described confined pressure pipe and back-pressure solenoid.
3. indoor grouting test device under the Simulation of Complex effect of stress according to claim 1 and 2 is characterized in that: be connected by a short circuit pipe with the slurry bucket with grout pipe between the flowmeter at described grouting pump, the short circuit pipe is provided with valve.
4. test method of indoor grouting test device under the Simulation of Complex effect of stress as claimed in claim 1 is characterized in that comprising the step of following order:
(1) the grouting chimney filter in ground sample and its axle center is installed in the base of ambient pressure chamber in the heart, evenly paste some filter paper bars along ground sample outer wall length direction after, wrap up again rubber membrane; Permeable stone and lower permeable stone are installed respectively in ground sample above and below, and rubber membrane and base center projection and upper dankness stone are tightened with bungee, make ground sample and grouting chimney filter place sealed environment; After loam cake and organic glass seal closure are installed, will add that tamponade is pushed down and fixedly ground sample and grouting chimney filter;
(2) fill with water by ambient pressure system and confined pressure pipe to the ambient pressure chamber around the ground sample, and the c that exerts pressure
3
(3) if test design requires in the ground sample water pressure is not arranged, then the back-pressure solenoid is connected atmospheric pressure, if test design requires to have in the ground sample water pressure to exist, then applies certain water pressure P by opposite pressure system and back-pressure solenoid to the ground sample
w, and in process of the test, keep stable;
(4) thrust the ground sample by axial pressurizing device, transmission rod and pressurization and apply deviator stress Δ c, the then principle stress of vertical direction
(5) be fed in the ground sample at the cement grout of certain lower certain water cement ratio of grouting pressure P effect by grouting pump, grout pipe and grouting chimney filter, form the injecting cement paste of certain diffusion radius R, grout spreading range R records respectively corresponding grouting pressure P and grouting amount V by pressure transducer and flowmeter simultaneously less than the ground radius of specimen;
(6) shed grouting pressure, the pipe joint of outwarding winding, disconnect being connected of the miscellaneous equipments such as grout pipe and grouting pump, in grout pipe and grouting chimney filter, insert the remaining slurries of jet water spout flushing the inside, after 14 days, reclose pipe joint, the miscellaneous equipments such as grout pipe and grouting pump reconnected, by grouting pump, grout pipe and grouting chimney filter at certain pressure P
wEffect lower in the ground sample setting-out, treat that setting-out is the flow Q of steady state (SS), record respectively corresponding water pressure P by pressure transducer and flowmeter
wWith regime flow Q;
(7) according to Darcy's law and Hydraulic and Hydro-Power Engineering water pressure test in borehole rules SL31-2003, adopt q=Q/LP
w, the permeability rate of calculating ground sample; In the formula, q is the permeability rate of sample, and unit is Lu; L is the length of sample, and unit is m; Q is regime flow, and unit is L/min; P
wBe test pressure, unit is Mpa;
(8) shed the poor Δ c of axial principal stress, by axial pressurizing device, transmission rod pressurization is moved beyond the Great Wall, the pressure c around then shedding by the ambient pressure system
3, get rid of the indoor water of ambient pressure by the confined pressure pipe, take out the ground sample, measure grout spreading range R;
(9) the different ground sample during the employing test design arranges adopts different grouting pressure, water cement ratio, axial stress c
1And ambient pressure c
3Repeat according to step (1) to step (8), data are inputted Computer Processing and analysis, drawing grout spreading range is factor of porosity and infiltration coefficient with the rear permeability rate of grouting and dielectric structure, grouting pressure, the slip casting time, the functional relation of the parameters such as water cement ratio under complex stress condition.
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2449221Y (en) * | 2000-08-09 | 2001-09-19 | 阮文军 | Slurry filling imitation device |
| JP2005291862A (en) * | 2004-03-31 | 2005-10-20 | Tobishima Corp | Consolidation and water permeability test apparatus and test method |
| CN101603913A (en) * | 2009-06-30 | 2009-12-16 | 安徽省（水利部淮河水利委员会）水利科学研究院 | Permeability coefficient of cement soil determinator and assay method thereof |
| CN101915724A (en) * | 2010-08-20 | 2010-12-15 | 河海大学 | Device and method for measuring permeability coefficient of rock material under action of seepage-stress coupling |
| CN102033034A (en) * | 2010-10-29 | 2011-04-27 | 四川大学 | Soil body horizontal osmotic coefficient measuring apparatus |
| CN202583038U (en) * | 2012-01-11 | 2012-12-05 | 长春工程学院 | Flexible wall penetration tester |
| CN202956329U (en) * | 2012-12-20 | 2013-05-29 | 湖南科技大学 | Indoor grouting test device under action of simulated complex stress |
-
2012
- 2012-12-20 CN CN2012105589066A patent/CN103018152A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2449221Y (en) * | 2000-08-09 | 2001-09-19 | 阮文军 | Slurry filling imitation device |
| JP2005291862A (en) * | 2004-03-31 | 2005-10-20 | Tobishima Corp | Consolidation and water permeability test apparatus and test method |
| CN101603913A (en) * | 2009-06-30 | 2009-12-16 | 安徽省（水利部淮河水利委员会）水利科学研究院 | Permeability coefficient of cement soil determinator and assay method thereof |
| CN101915724A (en) * | 2010-08-20 | 2010-12-15 | 河海大学 | Device and method for measuring permeability coefficient of rock material under action of seepage-stress coupling |
| CN102033034A (en) * | 2010-10-29 | 2011-04-27 | 四川大学 | Soil body horizontal osmotic coefficient measuring apparatus |
| CN202583038U (en) * | 2012-01-11 | 2012-12-05 | 长春工程学院 | Flexible wall penetration tester |
| CN202956329U (en) * | 2012-12-20 | 2013-05-29 | 湖南科技大学 | Indoor grouting test device under action of simulated complex stress |
Non-Patent Citations (2)
| Title |
|---|
| 南京水利科学研究院: "《SL237-1999土工试验规程》", 25 March 1999 * |
| 水利部水文仪器及岩土工程仪器质量监督检验测试中心: "《GB/T24107.1-2009土工试验仪器 三轴仪 第1部分：应变控制式三轴仪》", 12 June 2009 * |
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