CN104833579A - Test device and test method for testing strength change of soil body after occurrence of seepage deformation of dykes and dams - Google Patents
Test device and test method for testing strength change of soil body after occurrence of seepage deformation of dykes and dams Download PDFInfo
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Abstract
The invention discloses a test device and a test method for testing strength change of a soil body after occurrence of seepage deformation of dykes and dams. The test device includes a triaxial loading main machine, a confining pressure chamber pedestal, a specimen pedestal, a confining pressure chamber, a specimen, a heat shrinkable pipe, a covering cap, a porous steel plate, an axial pressing rod, a water outlet pipe, a vent hole, a hole pressure sensor, a load displacement sensor, a back pressure controller, a confining pressure controller, a water head control system, and a water-sand separation system. The device has novel design, can simulate influence of seepage deformation of the soil body under actual working conditions with different conditions on the soil body strength, and can realize data automatic recording and processing.
Description
Technical field
The present invention announce a kind of can test dykes and dams seepage deformation after three central siphons of Strength Changes gush device, particularly a kind of test method can studying Strength Changes after dykes and dams seepage deformation under certain stress condition.
Background technology
In flood season, one of common dangerous situation of piping dykes and dams.Piping refers under the effect of seepage flow, and the fine grained be filled in soil body matrix porosity is walked by water-band and formed the phenomenon of seepage channel.
The research in early stage shows, piping relates to the phenomenon of the how complicated mechanical behaviors such as pore water flowing, particle migration, porous medium distortion.Along with the generation of piping, in hole, fine grained migration, causes the structural adjustment of the soil body, macroscopic structure of soil and mechanical characteristic is changed, as the uneven change etc. of perviousness and shearing strength.The change of soil body permeability makes the pore water stress of the soil body change, and the effective stress of the soil body changes thereupon, and this just causes the change of inside soil body stress, and the change of the stress state of the soil body affects again the development of piping conversely.Therefore for the research of piping mechanism, the impact of stress state residing for the soil body must be considered; Soil classifiction change makes dykes and dams there is potential safety hazard, and serious even leads to the disaster of breaching a dyke.
But present stage does not have for the test unit of piping study mechanism or seldom considers the impact of stress state residing for the soil body and the impact of the piping generation change of soil strength later, this just causes the achievement in research of gained comprehensively and objectively cannot disclose the mechanism of piping generation development, has had a strong impact on accurate forecast and the process of dike piping dangerous situation.
Summary of the invention
The present invention is directed to deficiency described above and provide a kind of piping Triaxial tester and the method for testing that can test Strength Changes after dykes and dams seepage deformation.
The following technical scheme of the present invention:
The invention provides a kind of piping Triaxial tester of simulating earth body after dykes and dams seepage deformation under certain stress condition, comprise three axles and load main frames, confined pressure room, sample, rubber membrane, sample cap, porous plate, transmitting axle force bar, specimen mount, sensor for pore water pressure, loading displacement transducer, backpressure controllers, confined pressure controller, infiltration control system and water sand separation system; Wherein, three described axles load on main frame and arrange confined pressure room, and on confined pressure room, disposed axle is to transmission rod, and transmitting axle force masthead portion connects loading displacement transducer; Confined pressure chamber interior bottom surface arranges specimen mount, and described porous plate comprises and is arranged at permeable porous plate between specimen mount and sample, is arranged at permeable sand porous plate between sample upper end and sample cap; The skin of sample closely wraps up rubber membrane, and specimen mount is provided with water inlet, and sample cap is connected with transmitting axle force bar, is connected after the perforate of sample crown end by pipeline with described water sand separation system; At the hole arranged pressure sensor in specimen mount water inlet, described loading displacement transducer, sensor for pore water pressure load main frame with three axles respectively and are connected; The lateral opening hole of confined pressure room base, by pipeline respectively with confined pressure controller, backpressure controllers and permeate control system and be connected; Described confined pressure controller, backpressure controllers, infiltration control system and three axles load main frame and are connected with computing machine respectively.
The described permeable porous plate copper coin that to be aperture be between 0.075mm-0.1mm, the described permeable sand porous plate copper coin that to be aperture be between 1mm-2mm.
Described confined pressure room comprises confined pressure room bottom, confined pressure room top cover, plexiglass tent and set bolt; Wherein, between described confined pressure room bottom and confined pressure room top cover, be provided with described plexiglass tent, and fastening by described set bolt.
The top of described sample cap is provided with groove, and one end of described transmitting axle force bar is arranged in described groove, the other end and described loading displacement transducer compact siro spinning technology.
A method of testing for the piping Triaxial tester of Strength Changes after described test dykes and dams seepage deformation, step is as follows:
Step one, preparation, installation sample; According to dry density and water cut requirement, utilization is split mould and is prepared sample, and sample appearance adopts rubber pattern closely to wrap up; Confined pressure room base installs specimen mount, placing porous porous disc on specimen mount, at specimen mount water inlet center placement hole pressure sensor, then sample is fixed in specimen mount, sample top adds permeable sand plate, adds sample cap, is tightly connected by rubber membrane; Sample installation process keeps vertical state;
Step 2, applying confined pressure; Confined pressure room is installed, opens top vent hole, pressure chamber, toward the slow water filling in pressure chamber, when being all full of confined pressure room until water and overflowing from vent port, tighten vent port, close water intaking valve; Secondly, installation shaft, to transmission rod, ensures one end of transmission rod and described loading displacement transducer close contact; Open confined pressure controller, apply confined pressure and open discharge pipe line simultaneously, sample starts consolidation process;
Step 3, applying axle pressure; According to sample discharging consolidation process, starting shaft is to pressurized equipment, apply axle pressure, loading procedure is by controller hierarchical loading, the settling amount of sample in consolidation process is paid close attention to, after applying one-level load, when sample settling amount no longer changes by loading displacement transducer, start to apply next stage pressure, until be loaded into the xial feed of requirement; After sample settlement stability, keep the three dimension stress state residing for the original state soil body in confined pressure and axle pressure invariant simulation Practical Project;
Step 4, applying seepage pressure; Open infiltration control system, start classification and apply seepage pressure, infiltration water flows through pipeline and enters sample, and pass through rising pipe, enter water sand separation system, pay close attention in the process, the reading of sample bottom sensor for pore water pressure, the sand production rate data such as variation relation, axial deformation situation in time after the flow of rising pipe, piping occur, after sample destroys, close rising pipe, infiltration control system, do traditional triaxial test, repeat four groups of samples, obtain intensity index and the deformation parameter of sample after failure by piping;
Step 5, by the Strength and Dformation before and after control sample generation piping, study the impact on the dykes and dams soil body after failure by piping.
Beneficial effect of the present invention:
The first, the piping Triaxial tester testing earth body after dykes and dams seepage deformation under certain stress condition can consider piping regularity of occurrence and development under different stress.
The second, can the distortion of the soil body in Real-Time Monitoring piping generating process, final settlement after failure by piping; Impact on piping generation critical conditions under consideration soil body triaxial stress state; The change of the intensity index of the soil body after failure by piping, porosity change, stiffness variation.The present invention can simulate the soil body and be in piping triaxial test under different stress condition, for full appreciation soil body piping generation development mechanism provides new angle, simultaneously for dike piping dangerous situation prediction and effectively administer theoretical foundation and technical support be provided.
Accompanying drawing explanation
Fig. 1 is the structural representation of apparatus of the present invention;
Fig. 2 is the flow chart of steps of method of testing;
In Fig. 1,1 is back-pressure bar, and 2 is loading displacement transducers, and 3 is transmitting axle force bars, 4 is vent ports, and 5 is confined pressure room top covers, and 6 is set bolts, 7 is plexiglass tents, and 8 is sample caps, and 9 is the pipelines be connected with back-pressure control system, 10 is seepage flow water outlet sand exports, and 11 is porous plates, and 12 is rubber membranes, 13 is samples, and 14 is confined pressure room bottoms, and 15 is confined pressure room bases, 16 is specimen mount, and 17 is that three axles load main frame; 170, confined pressure system; 171, counter-pressure system; 172, water sand separation system; 173, control system is permeated.
Embodiment
Below in conjunction with accompanying drawing, apparatus of the present invention are further described:
As shown in Figure 1: a kind of piping triaxial tester testing earth body after dykes and dams seepage deformation, three axles load on main frames and arrange confined pressure room base 15; Sample 13 and specimen mount 16 are placed on confined pressure room base 15, and sample 13 is connected by porous permeable copper coin 11 with specimen mount 16; Sample 13 upper end is connected with sample cap 8 by permeable sand copper coin; Sample cap 8 is connected with transmitting axle force bar 3, and the loading of applying and axial displacement are measured by loading displacement transducer 2, and loads main frame with three axles and be connected, the size of Real-Time Monitoring sample axial force and axial deformation; At the hole arranged pressure sensor in specimen mount water inlet, load main frame by three axles and be connected, Real-Time Monitoring is applied to the water level on sample; Be connected with water sand separation system by pipeline in the top perforate of sample cap 8, saturation stage can be blinded off a line, after piping on-test, for discharging the water yield; Piping can draining sediment outflow after occurring; After failure by piping, blind off a line, do triaxial test can obtain sample failure by piping after intensive parameter.The lateral opening hole of confined pressure room base 15, respectively with confined pressure controller, backpressure controllers, infiltration control system is connected.Sample can be made fully saturated by back-pressure; Infiltration control system can provide stable head, needed for piping test.Wherein permeate control system, backpressure controllers, confined pressure controller and three axles loading main frame to be all connected with computing machine, realize automatic record and the process of data.
The method of testing of earth body after the seepage deformation of test dykes and dams, step is as follows:
The first, prepare, sample is installed.First, according to dry density and water cut requirement, utilization is split mould and is prepared sample, and sample appearance adopts rubber pattern closely to wrap up.Secondly, confined pressure room base installs specimen mount, the permeable copper coin of placing porous on specimen mount, through hole external diameter 0.1mm, only allow current to pass through, at specimen mount water inlet center placement hole pressure sensor.Then be fixed in specimen mount by sample, sample top adds permeable sand copper coin, adds sample cap, is tightly connected by rubber membrane.Sample installation process keeps vertical state, and when ensureing that the later stage bears axle pressure, unlikely generation eccentric compression, affects test effect.
The second, confined pressure is applied.First, confined pressure room is installed, notes sealing, open top vent hole, pressure chamber, toward the slow water filling in pressure chamber, when being all full of confined pressure room until water and overflowing from vent port, tighten vent port, close water intaking valve.Secondly, installation shaft, to transmission rod, to ensure in the groove that transmitting axle force bar is just in time placed in sample crown end and to be connected with axial force transducer, guarantee close contact.Finally open confined pressure controller, apply confined pressure and open discharge pipe line simultaneously, sample starts consolidation process.
Three, axle pressure is applied.According to sample discharging consolidation process, starting shaft, to pressurized equipment, applies axle pressure.Loading procedure, by controller hierarchical loading, pays close attention to the settling amount of sample in consolidation process by displacement transducer, after applying one-level load, when sample settling amount no longer changes, starts to apply next stage pressure, until be loaded into the xial feed of requirement.After sample settlement stability, keep the three dimension stress state residing for the original state soil body in confined pressure and axle pressure invariant simulation Practical Project.
Four, seepage pressure is applied.Open infiltration control system, start classification and apply seepage pressure, infiltration water flows through pipeline and enters sample, and by rising pipe, enters water sand separation system.Pay close attention in the process, the reading of sample bottom sensor for pore water pressure, the sand production rate data such as variation relation, axial deformation situation in time after the flow of rising pipe, piping occur.After sample destroys, close rising pipe, infiltration control system, does traditional triaxial test, repeats four groups of samples, obtains intensity index and the deformation parameter of sample after failure by piping.
By the Strength and Dformation before and after control sample generation piping, study the impact on the dykes and dams soil body after failure by piping, for research piping generation development mechanism provides new angle.
Claims (5)
1. test the piping Triaxial tester of Strength Changes after dykes and dams seepage deformations, it is characterized in that; Comprise three axles and load main frame, confined pressure room, sample, rubber membrane, sample cap, porous plate, transmitting axle force bar, specimen mount, sensor for pore water pressure, loading displacement transducer, backpressure controllers, confined pressure controller, infiltration control system and water sand separation system; Wherein, three described axles load on main frame and arrange confined pressure room, and on confined pressure room, disposed axle is to transmission rod, and transmitting axle force masthead portion connects loading displacement transducer; Confined pressure chamber interior bottom surface arranges specimen mount, and described porous plate comprises and is arranged at permeable porous plate between specimen mount and sample, is arranged at permeable sand porous plate between sample upper end and sample cap; The skin of sample closely wraps up rubber membrane, and specimen mount is provided with water inlet, and sample cap is connected with transmitting axle force bar, is connected after the perforate of sample crown end by pipeline with described water sand separation system; At the hole arranged pressure sensor in specimen mount water inlet, described loading displacement transducer, sensor for pore water pressure load main frame with three axles respectively and are connected; The lateral opening hole of confined pressure room base, by pipeline respectively with confined pressure controller, backpressure controllers and permeate control system and be connected; Described confined pressure controller, backpressure controllers, infiltration control system and three axles load main frame and are connected with computing machine respectively.
2. the piping Triaxial tester of Strength Changes after test dykes and dams according to claim 1 seepage deformation, it is characterized in that: the described permeable porous plate copper coin that to be aperture be between 0.075mm-0.1mm, the described permeable sand porous plate copper coin that to be aperture be between 1mm-2mm.
3. the piping Triaxial tester of Strength Changes after test dykes and dams according to claim 1 seepage deformation, is characterized in that: described confined pressure room comprises confined pressure room bottom, confined pressure room top cover, plexiglass tent and set bolt; Wherein, between described confined pressure room bottom and confined pressure room top cover, be provided with described plexiglass tent, and fastening by described set bolt.
4. the piping Triaxial tester of Strength Changes after test dykes and dams according to claim 1 seepage deformation, it is characterized in that: the top of described sample cap is provided with groove, one end of described transmitting axle force bar is arranged in described groove, the other end and described loading displacement transducer compact siro spinning technology.
5., based on a method of testing for the piping Triaxial tester of Strength Changes after the test dykes and dams seepage deformation described in claim 1 or 2 or 3 or 4, step is as follows:
Step one, preparation, installation sample; According to dry density and water cut requirement, utilization is split mould and is prepared sample, and sample appearance adopts rubber pattern closely to wrap up; Confined pressure room base installs specimen mount, placing porous porous disc on specimen mount, at specimen mount water inlet center placement hole pressure sensor, then sample is fixed in specimen mount, sample top adds permeable sand plate, adds sample cap, is tightly connected by rubber membrane; Sample installation process keeps vertical state;
Step 2, applying confined pressure; Confined pressure room is installed, opens top vent hole, pressure chamber, toward the slow water filling in pressure chamber, when being all full of confined pressure room until water and overflowing from vent port, tighten vent port, close water intaking valve; Secondly, installation shaft, to transmission rod, ensures one end of transmission rod and described loading displacement transducer close contact; Open confined pressure controller, apply confined pressure and open discharge pipe line simultaneously, sample starts consolidation process;
Step 3, applying axle pressure; According to sample discharging consolidation process, starting shaft is to pressurized equipment, apply axle pressure, loading procedure is by controller hierarchical loading, the settling amount of sample in consolidation process is paid close attention to, after applying one-level load, when sample settling amount no longer changes by loading displacement transducer, start to apply next stage pressure, until be loaded into the xial feed of requirement; After sample settlement stability, keep the three dimension stress state residing for the original state soil body in confined pressure and axle pressure invariant simulation Practical Project;
Step 4, applying seepage pressure; Open infiltration control system, start classification and apply seepage pressure, infiltration water flows through pipeline and enters sample, and pass through rising pipe, enter water sand separation system, pay close attention in the process, the reading of sample bottom sensor for pore water pressure, the sand production rate data such as variation relation, axial deformation situation in time after the flow of rising pipe, piping occur, after sample destroys, close rising pipe, infiltration control system, do traditional triaxial test, repeat four groups of samples, obtain intensity index and the deformation parameter of sample after failure by piping;
Step 5, by the Strength and Dformation before and after control sample generation piping, study the impact on the dykes and dams soil body after failure by piping.
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