CN202956329U - Indoor grouting test device under action of simulated complex stress - Google Patents
Indoor grouting test device under action of simulated complex stress Download PDFInfo
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- CN202956329U CN202956329U CN 201220711541 CN201220711541U CN202956329U CN 202956329 U CN202956329 U CN 202956329U CN 201220711541 CN201220711541 CN 201220711541 CN 201220711541 U CN201220711541 U CN 201220711541U CN 202956329 U CN202956329 U CN 202956329U
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Abstract
The utility model discloses an indoor grouting test device under action of simulated complex stress. The device is mainly characterized in that a rock-soil sample is wrapped with a rubber membrane, is respectively provided with an upper water porous stone and a lower porous stone on the upper and the lower surfaces, and is placed in a closed ambient pressure chamber; a pressure plug is arranged on the upper porous stone and is connected with an axial pressure device through a dowel bar; a confining pressure pipe is communicated with the ambient pressure chamber, and the outer end of the confining pressure pipe is connected with an ambient pressure system; a back pressure pipe is connected with the upper porous stone, and the outer end of the back pressure pipe is connected with a back pressure system; and a grouting filter tube arranged on the axis of the rock-soil sample is connected with a grouting pump, a slurry barrel and so on through a grouting pipe. The function relationship between the slurry diffusion radius during grouting of rock and soil mass and the permeability coefficient value of a stone body after grouting as well as related parameters is determined by actually simulating the coupling effect of a deep complex stress and the underground water pressure. The indoor grouting test device provided by the utility model shortens the experiment time, and is convenient, reliable and accurate.
Description
Technical field
The utility model belongs to Geotechnical Engineering field, deep, be specifically related to the grouting test device of a kind of Rock And Soil under different stress levels, different Water Pressure, be mainly used in solving in Geotechnical Engineering field, deep due to the rear calculus body permeability coefficient of grout spreading range in Rock And Soil grouting works under complex stress and 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 is also 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, 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 are only 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.Therefore 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
The purpose of this utility model be to provide a kind of to Rock And Soil under different stress levels, different Water Pressure, grout spreading range and calculus body infiltration coefficient after grouting and the test unit that carries out real-time monitored and monitoring with the relevant parameter of being in the milk etc. thereof, with overcome oneself have in technology, exist do not consider sample complex stress level, test duration is long, reliability is low, the test figure precision is low, use inconvenience, function singleness, spend the shortcomings such as large.
The purpose of this utility model 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 be installed on it and upper cover 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 upper dankness stone and add tamponade, add tamponade and be connected with transmission rod, transmission rod hermetically passing upper cover center is connected with axial pressurizing device, and axial pressurizing device is installed on reaction frame; The back-pressure solenoid, then is connected with upper dankness stone through adding tamponade through entering the ambient pressure chamber from base one side, and 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, lower end is in lower permeable stone place and grout pipe UNICOM, and ground sample and grouting chimney filter are in sealed environment; Grout pipe passes successively and is connected with pressure transducer, flowmeter, grouting pump and slurry bucket from base one side, on the grout pipe before pressure transducer, is provided with pipe joint.
Further, for ease of controlling, on described confined pressure pipe and back-pressure solenoid, be provided with valve.
At described grouting pump, with the grout pipe between flowmeter, with the slurry bucket, by a short circuit pipe, be connected, the short circuit pipe is provided with valve.During valve on opening the short circuit pipe, unnecessary slurry reflux is in the slurry bucket.
The utility model 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.), different water pressure coupling.But in the Geotechnical Engineering of real simulation deep due to calculus body permeability coefficient after grout spreading range in Rock And Soil grouting under complex stress and groundwater pressure coupling and grouting.
(2) can carry out the 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 afterwards of grout spreading range and grouting in the grouting of Rock And Soil under complex stress condition.
(3) due to ground sample sidewall is taked to the flexible water drainage mode, be different from the conventional sample water discharge method of prior art, make the utility model can well solve soil cement sample sidewall drainage problem, on the sample outside surface, exist coarse and out-of-flatness also not affect drainage effect.
(4) due 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, make the utility model 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) owing to the opposite pressure system can not only being provided to opposite pressure and stablizing the opposite pressure function, and the opposite pressure pipeline also can be connected atmosphere pressing element degassing function when not needing pressure, shortens the test required time, makes it convenient, reliable and accurate.
The accompanying drawing explanation
Fig. 1 is the structural representation of the utility model grouting test device.
Embodiment
Below in conjunction with drawings and Examples, the utility model is described in further detail.
Referring to Fig. 1, the grouting test device of the utility model embodiment comprises base 20, and base 20 and the cylindrical shape organic glass seal closure 13 be installed on it and upper cover 12 form the ambient pressure chamber 14 of a sealing.Confined pressure pipe 17 passes and ambient pressure chamber 14 UNICOMs from the left side of base 20, and its outer end is connected with ambient pressure system 16, is provided with valve 23 on 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 and add tamponade 8 above upper dankness stone 701, add tamponade 8 and be connected with transmission rod 11, transmission rod 11 hermetically passing upper cover 12De centers are connected with axial pressurizing device 10, and axial pressurizing device 10 is installed on reaction frame 9.Back-pressure solenoid 15, then is connected with upper dankness stone 701 through adding tamponade 8 through entering ambient pressure chamber 14 from the left side of base 20, and the outer end of back-pressure solenoid 15 is connected with opposite pressure system 21, is provided with valve 24 on 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 lower end is in lower permeable stone 702 places and grout pipe 3 UNICOMs, and ground sample 5 and grouting chimney filter 4 are in sealed environment.Grout pipe 3 passes from the right side of base 20 successively and is connected with pressure transducer 19, flowmeter 18, grouting pump 2 and slurry bucket 1, on the grout pipe 3 before pressure transducer 19, is provided with pipe joint 22.Grouting pump 2 is connected by a short circuit pipe with slurry bucket 1 with the grout pipe 3 between flowmeter 18, and the short circuit pipe is provided with valve 25.
Test method based on indoor grouting test device under the effect of stress of Simulation of Complex shown in Fig. 1 is as follows:
(1) the grouting chimney filter 4 in ground sample 5 and its axle center is arranged in the base 20 of ambient pressure chamber 14 in the heart, after evenly pasting some filter paper bars along ground sample 5 outer wall length directions, then wraps up 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 base 20De center projection and upper dankness stone 701 use bungees, make ground sample 5 and grouting chimney filter 4 be placed in sealed environment; After upper cover 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) by ambient pressure system 16 and confined pressure pipe 17, fill with water to ground sample 5 ambient pressure chamber 14 on every side, and the c that exerts pressure
3
(3) if test design requires in the ground sample, water pressure is not arranged, back-pressure solenoid 15 is connected atmospheric pressure, if test design requires in the ground sample have water pressure to exist, by opposite pressure system 21 and back-pressure solenoid 15, applies certain water pressure P to the ground sample
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 principle stress of vertical direction to ground sample 5
(5) under certain grouting pressure P effect, the cement grout of certain water cement ratio being fed into to ground sample 5 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 is less than the radius of ground sample 5, records respectively corresponding grouting pressure P and grouting amount V by pressure transducer 19 and flowmeter 18 simultaneously;
(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, rinse the remaining slurries of the inside at grout pipe 3 and the interior insertion jet water spout of grouting chimney filter 4, 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
wTo setting-out in the ground sample, treat that setting-out is the flow Q of steady state (SS) under effect, by pressure transducer 19 and flowmeter 18, record respectively corresponding water pressure P
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 formula, the permeability rate that q is sample, unit is Lu; The length that L is sample, unit is m; Q is regime flow, and unit is L/min; P
wFor test pressure, unit is Mpa;
(8) shed the poor Δ c of axial principal stress, by axial pressurizing device 10, transmission rod 11, make to add in tamponade 8 and move, the pressure c around then shedding by ambient pressure system 16
3, the water of getting rid of in ambient pressure chamber 14 by confined pressure pipe 17, take out ground sample 5, measures grout spreading range R;
(9) adopt the different ground sample in the test design arrangement, adopt different grouting pressures, water cement ratio, axial stress c
1And ambient pressure c
3According to step (1) to step (8), repeat, data are inputted to computing machine to be processed and analyzes, show that the rear permeability rate of grout spreading range and grouting and dielectric structure are factor of porosity and infiltration coefficient, grouting pressure, the slip casting time, the functional relation of the parameters such as water cement ratio under complex stress condition.
Claims (3)
1. indoor grouting test device under a Simulation of Complex effect of stress, it is characterized in that: it comprises base, base and the cylindrical shape organic glass seal closure be installed on it and upper cover 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 upper dankness stone and add tamponade, add tamponade and be connected with transmission rod, transmission rod hermetically passing upper cover center is connected with axial pressurizing device, and axial pressurizing device is installed on reaction frame; The back-pressure solenoid, then is connected with upper dankness stone through adding tamponade through entering the ambient pressure chamber from base one side, and 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, lower end is in lower permeable stone place and grout pipe UNICOM, and ground sample and grouting chimney filter are in sealed environment; Grout pipe passes successively and is connected with pressure transducer, flowmeter, grouting pump and slurry bucket from base one side, on the grout pipe before pressure transducer, is provided with pipe joint.
2. indoor grouting test device under Simulation of Complex effect of stress according to claim 1, is characterized in that: on described confined pressure pipe and back-pressure solenoid, be provided with valve.
3. indoor grouting test device under Simulation of Complex effect of stress according to claim 1 and 2 is characterized in that: at described grouting pump, with the grout pipe between flowmeter, with the slurry bucket, by a short circuit pipe, be connected, the short circuit pipe is provided with valve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220711541 CN202956329U (en) | 2012-12-20 | 2012-12-20 | Indoor grouting test device under action of simulated complex stress |
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|---|---|---|---|
| CN 201220711541 CN202956329U (en) | 2012-12-20 | 2012-12-20 | Indoor grouting test device under action of simulated complex stress |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103018152A (en) * | 2012-12-20 | 2013-04-03 | 湖南科技大学 | Indoor grouting testing device under simulation of complex stress effect and testing method thereof |
| CN103364409A (en) * | 2013-07-17 | 2013-10-23 | 陈熙贵 | In-vitro simulation process for bridge pre-stress duct grouting |
| CN104535461A (en) * | 2015-01-08 | 2015-04-22 | 中国水利水电科学研究院 | Device and method for monitoring diffusion process of cement grouting fluid in sand gravel layer |
| CN106482791A (en) * | 2016-11-11 | 2017-03-08 | 浙江科技学院（浙江中德科技促进中心） | Infiltration coefficient and temperature real-time monitoring device and monitoring method in sand solidification process |
| CN106814016A (en) * | 2016-12-29 | 2017-06-09 | 华北科技学院 | The analogy method of slurry filling imitation device |
| CN106814017A (en) * | 2017-01-18 | 2017-06-09 | 浙江科技学院（浙江中德科技促进中心） | Nano sol reinforces the permeability and modulus at rapid deformation relation test device and method of sand |
| CN109596814A (en) * | 2019-01-10 | 2019-04-09 | 中山大学 | The layer of sand three-dimensional grouting test device and its test method of analog actual condition |
| CN110658332A (en) * | 2019-09-30 | 2020-01-07 | 中国水利水电科学研究院 | Concrete lining pre-pressure measurement test device and test method thereof |
| CN112814647A (en) * | 2020-12-31 | 2021-05-18 | 临沂矿业集团菏泽煤电有限公司 | Method for determining high-pressure grouting pressure and grouting diffusion radius of thick unconsolidated formation ground |
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2012
- 2012-12-20 CN CN 201220711541 patent/CN202956329U/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103018152A (en) * | 2012-12-20 | 2013-04-03 | 湖南科技大学 | Indoor grouting testing device under simulation of complex stress effect and testing method thereof |
| CN103364409A (en) * | 2013-07-17 | 2013-10-23 | 陈熙贵 | In-vitro simulation process for bridge pre-stress duct grouting |
| CN104535461A (en) * | 2015-01-08 | 2015-04-22 | 中国水利水电科学研究院 | Device and method for monitoring diffusion process of cement grouting fluid in sand gravel layer |
| CN104535461B (en) * | 2015-01-08 | 2017-05-24 | 中国水利水电科学研究院 | Method for monitoring diffusion process of cement grouting fluid in sand gravel layer |
| CN106482791A (en) * | 2016-11-11 | 2017-03-08 | 浙江科技学院（浙江中德科技促进中心） | Infiltration coefficient and temperature real-time monitoring device and monitoring method in sand solidification process |
| CN106814016A (en) * | 2016-12-29 | 2017-06-09 | 华北科技学院 | The analogy method of slurry filling imitation device |
| CN106814017A (en) * | 2017-01-18 | 2017-06-09 | 浙江科技学院（浙江中德科技促进中心） | Nano sol reinforces the permeability and modulus at rapid deformation relation test device and method of sand |
| CN106814017B (en) * | 2017-01-18 | 2019-04-09 | 浙江科技学院（浙江中德科技促进中心） | Nano sol reinforces the permeability and modulus at rapid deformation relation test device and method of sand |
| CN109596814A (en) * | 2019-01-10 | 2019-04-09 | 中山大学 | The layer of sand three-dimensional grouting test device and its test method of analog actual condition |
| CN110658332A (en) * | 2019-09-30 | 2020-01-07 | 中国水利水电科学研究院 | Concrete lining pre-pressure measurement test device and test method thereof |
| CN112814647A (en) * | 2020-12-31 | 2021-05-18 | 临沂矿业集团菏泽煤电有限公司 | Method for determining high-pressure grouting pressure and grouting diffusion radius of thick unconsolidated formation ground |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130529 Termination date: 20151220 |
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| EXPY | Termination of patent right or utility model |