CN210571877U - Rock-soil mass osmotic deformation testing device under low stress condition - Google Patents
Rock-soil mass osmotic deformation testing device under low stress condition Download PDFInfo
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- CN210571877U CN210571877U CN201921429998.1U CN201921429998U CN210571877U CN 210571877 U CN210571877 U CN 210571877U CN 201921429998 U CN201921429998 U CN 201921429998U CN 210571877 U CN210571877 U CN 210571877U
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Abstract
The utility model discloses a rock-soil body permeation deformation testing device under a low stress condition, which comprises a permeation system; the water supply system is connected with a water flow inlet of the osmosis system, an axial pressure output end of the vertical load loading system is connected with an axial pressure loading end of the osmosis system for axial pressure loading, a confining pressure output end of the annular load loading system is connected with a confining pressure loading end of the osmosis system for confining pressure loading, a hot gas output end of the dry-wet circulation system is connected with a hot gas inlet of the osmosis system, a water outlet of the osmosis system is connected with a seepage flow measurement system, a hot gas outlet of the osmosis system is connected with a hot gas drying end of the dry-wet circulation system for dry-wet circulation testing, and an input end of the deformation measurement system is connected with an axial deformation end and an annular deformation end of the osmosis system; the infiltration system comprises a base, upper and lower permeable stones, a round impermeable steel plate and a round permeable steel plate. The problem that the authenticity of an experimental result is influenced by the environmental conditions of low stress and dry-wet circulation is not considered at present is solved.
Description
Technical Field
The utility model belongs to geotechnical engineering test field relates to a ground body osmotic deformation testing arrangement under low stress condition.
Background
The osmotic deformation characteristics of geotechnical bodies are one of the hot problems concerned by geotechnical engineering. In recent years, shallow layer instability of a side slope under the action of seasonal rainfall is frequently caused, and the main reason is that water migrates and permeates in the rock and soil body of the side slope to generate complex physical, chemical and mechanical comprehensive reactions, so that the structure of the rock and soil body is damaged, the strength is reduced, the shallow layer instability is caused, and huge economic loss is caused. Therefore, the research on the osmotic deformation characteristics of the rock-soil mass under the conditions of low stress and dry-wet circulation is of great significance.
At present, a constant head permeameter device and a variable head permeameter device are mainly used for researching permeability characteristics of rock and soil mass, the two devices can test permeability coefficient of the rock and soil mass, but conditions are too ideal, environmental conditions of low stress and dry-wet circulation are not considered, actual conditions of the rock and soil mass cannot be simulated, authenticity of test results is greatly influenced, and test results are not accurate enough. In general, comprehensive factors such as low stress and dry-wet cycle are difficult to consider simultaneously in the test, only one factor of the low stress or the dry-wet cycle is considered independently, and the test error is large.
There are many methods for testing the circumferential deformation of rock-soil mass, such as: the circumferential deformation of the rock-soil mass can be measured by sticking the strain gauge on the surface of the rock-soil mass, but the local deformation of the rock-soil mass is difficult to reflect the integral deformation of the rock-soil mass due to the heterogeneity of the rock-soil mass, and the measurement precision is not high. Meanwhile, the requirement on test conditions is high, a relatively advanced triaxial compression test instrument is required, the operation is complex, and the cost is high. In addition, an axial pressure loading pump is often adopted to load axial pressure at present, an operating system is complex, the applied pressure is large, lower axial pressure is inconvenient to apply, and the method is not suitable for the rock-soil body osmotic deformation test under the low-stress condition.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a ground body osmotic deformation testing arrangement under low stress condition, with solve current ground body osmotic deformation testing arrangement and not consider low stress and do wet endless environmental condition and influence the problem of experimental result authenticity, paste the problem that foil gage measurement its hoop deflection caused measuring accuracy not high at ground body surface part, it is big to adopt the axle load pump to apply pressure at present, the problem that lower axial pressure of inconvenient loading and operating system are complicated, present loading system requires highly to the test condition, need to possess comparatively advanced triaxial compression test instrument, the operation is complicated, problem with high costs.
The technical scheme adopted by the utility model is that the device for testing the osmotic deformation of the rock-soil body under the condition of low stress comprises an osmotic system, a water supply system, a vertical load loading system, a circumferential load loading system, a dry-wet circulating system, an seepage flow measuring system and a deformation measuring system; the water supply system is connected with a water flow inlet of the osmosis system, an axial pressure output end of the vertical load loading system is connected with an axial pressure loading end of the osmosis system, a confining pressure output end of the annular load loading system is connected with a confining pressure loading end of the osmosis system, a hot gas output end of the dry-wet circulation system is connected with a hot gas inlet of the osmosis system, a water outlet of the osmosis system is connected with the seepage flow measurement system, a hot gas outlet of the osmosis system is connected with a hot gas drying end of the dry-wet circulation system, and an input end of the deformation measurement system is connected with an axial deformation end and an annular deformation end of the osmosis system.
Furthermore, the infiltration system consists of a base, a lower permeable stone, an upper permeable stone, a round impermeable steel plate, a cylindrical rock-soil body sample and a round permeable steel plate; the cylindrical rock-soil body sample is located on the base, the lower permeable stone is arranged between the cylindrical rock-soil body sample and the base, and the top of the cylindrical rock-soil body sample is provided with the upper permeable stone, the circular permeable steel plate and the circular impermeable steel plate which are sequentially arranged from bottom to top.
Further, a ball support and two circular through holes are arranged on the circular waterproof steel plate, and a hollow hemispherical groove is formed in the ball support; the infiltration system is connected with a water supply system through a circular through hole on a circular impervious steel plate, is connected with a dry-wet circulation system through another circular through hole on the circular impervious steel plate, and is connected with a vertical load loading system through a ball support on the circular impervious steel plate;
the base is provided with a drainage groove, a water outlet hole and a plurality of circles of annular grooves which are sequentially nested from outside to inside; the water outlet is embedded in the annular groove at the innermost ring, one end of the drainage groove is communicated with the annular groove at the outermost ring, and the other end of the drainage groove is communicated with the water outlet after being sequentially communicated with all the annular grooves inwards; the lower permeable stone is attached to the annular groove on the base, and the diameter of the lower permeable stone is equal to that of the annular groove on the outermost ring on the base; and the infiltration system is respectively connected with the seepage flow measuring system and the dry-wet circulating system through a water outlet hole on the base.
Furthermore, the vertical load loading system consists of a resistance weight, an inclined rod, a vertical loading rod, a loading weight tray and a loading weight; the vertical rod is vertically fixed on one side of the infiltration system, one end of the diagonal rod is rotatably connected with the upper part of the vertical rod through a bolt, and the weight loading tray is fixed on the other end of the diagonal rod; the vertical loading rod is positioned between the vertical rod and the loading weight tray; one end of the vertical loading rod is rotatably connected with the inclined rod through a bolt, the other end of the vertical loading rod is provided with a steel ball matched with the hollow hemispherical groove of the ball support, and the vertical load loading system is meshed and fixed with the ball support of the infiltration system through the steel ball on the vertical loading rod and the hollow hemispherical groove on the ball support; the resistance weight is fixed in down tube and vertical pole fixed connection's one end, and the resistance weight is located one side that vertical pole kept away from vertical loading pole, places the loading weight in the loading weight tray.
Further, the annular load loading system is a plurality of layers of elastic rubber membranes which are sequentially sleeved on the outer side surface of the cylindrical rock-soil body sample, and the first layer of elastic rubber membrane is fixedly sleeved on the outer side surface of the cylindrical rock-soil body sample through waterproof glue;
the lower permeable stone, the upper permeable stone, the round impermeable steel plate and the round permeable steel plate are all positioned in the first layer of elastic rubber film; the diameter of lower permeable stone, last permeable stone, circular impervious steel sheet, cylindrical ground body sample and circular pervious steel sheet all equals with the internal diameter of elastic rubber membrane, and the lateral wall of these five contacts with the inner wall of the elastic rubber membrane of first layer.
Furthermore, the water supply system consists of a water storage device, a water inlet pipe and a water suction pump; one end of the water inlet pipe is communicated with the water storage device through a water pump, the other end of the water inlet pipe is communicated with a circular through hole in a circular waterproof steel plate of the infiltration system, and a first valve and a pressure gauge are arranged on the water inlet pipe;
the deformation measuring system consists of an axial deformation measuring system and an annular deformation measuring system;
the axial deformation measuring system consists of a fixing rod and a dial indicator, wherein the dial indicator is vertically fixed on the fixing rod, and a measuring head of the dial indicator is arranged on the round waterproof steel plate and is in contact with the round waterproof steel plate;
the annular deformation measuring system consists of a distance meter, a supporting rod and a rotatable base; the rotatable base is sleeved on the outer side wall of the lower part of the base and can rotate around the base; the supporting rod is positioned on the side surface of the infiltration system and is vertically fixed on the rotatable base; the distance measuring instrument is horizontally fixed on the support rod, and the distance measuring end of the distance measuring instrument faces the cylindrical rock-soil body sample;
the output end of the range finder is electrically connected with the computer.
Furthermore, the dry-wet circulating system consists of a hot air blower, a vacuum pump and a drying device; the hot air blower is communicated with the water inlet pipe through a second valve, the vacuum pump is communicated with another round through hole in a round impermeable steel plate of the infiltration system through an air pipe, and the drying device is communicated with a water outlet hole in a base of the infiltration system through a water outlet pipe.
Furthermore, the seepage flow measuring system consists of a water collector and an electronic balance, wherein the water collector is arranged on the electronic balance;
one end of the water outlet pipe is connected with a water outlet hole of the base, the other end of the water outlet pipe is divided into two branches, one branch is communicated with the drying device through a third valve, and the other branch is communicated with a water collector of the seepage flow measuring system through a fifth valve;
one end of the air pipe is communicated with a circular through hole in the circular waterproof steel plate, the other end of the air pipe is divided into two branches, one branch is connected with the vacuum pump through a fourth valve, and the other branch is communicated with the outside air through a sixth valve;
the vertical rod, the fixed rod and the rotatable base are all arranged on a test bed, and the test bed is divided into a first layer of table top and a second layer of table top; the vertical rod, the fixed rod and the rotatable base are fixed on the first layer of table top, and the drying device and the electronic balance are placed on the second layer of table top; the water outlet pipe penetrates through the first layer of table top and then is divided into two branches which are respectively communicated with the drying device and the water collector in a one-to-one correspondence manner;
the rotatable base is a bearing, the inner ring of the rotatable base is fixedly connected with the test bed, and the outer ring of the rotatable base is fixedly connected with the supporting rod; the base is embedded in the inner ring of the rotatable base and is fixedly connected with the test bed;
the support rod consists of a vertical rod, a cross rod and an adjusting rod, and the range finder is fixed on the adjusting rod; one end of the vertical rod is fixedly connected with the outer ring of the rotatable base, the other end of the vertical rod is fixedly connected with the horizontally placed cross rod, the cross rod is provided with a vertical threaded through hole, the adjusting rod is provided with an external thread matched with the threaded through hole, and the adjusting rod is in threaded connection with the cross rod through the external thread on the adjusting rod and the threaded through hole on the cross rod;
the thickness of the lower permeable stone and the thickness of the upper permeable stone are both 10 mm;
the distance measuring instrument adopts a laser distance measuring instrument;
the thickness of the elastic rubber membrane is 0.5-1 mm.
The utility model has the advantages that:
(1) the experimental device can simultaneously simulate the rock-soil body in-situ three-dimensional low stress state and the dry-wet cycle condition when the slope shallow layer is unstable, thereby reducing the influence of the rock-soil body disturbance on the experimental result. The problem of current ground body osmotic deformation testing arrangement do not consider low stress and wet and dry cyclic environmental condition and influence the authenticity of experimental result is solved.
(2) The experimental device can test the permeability coefficient, the axial deformation and the circumferential deformation of the rock-soil body under the combined action of the three-dimensional low stress state and the dry-wet cycle in-situ, and can further calculate the evolution rules of the permeability coefficient, the axial deformation and the circumferential deformation of the rock-soil body under the combined action of the three-dimensional low stress state and the dry-wet cycle in-situ, the obtained rock-soil body permeability deformation parameters are basically consistent with the permeability deformation parameters obtained by the in-situ test of the rock-soil body on the shallow layer of the side slope, and the measurement error is small. The method solves the problem that the prior test method is difficult to simultaneously consider the combined action of comprehensive factors such as low stress, dry-wet circulation and the like, and the influence of the combined action on the rock-soil body is not taken into consideration, so that the test error is large.
(3) The lever principle is utilized, the lever is reformed to form an axial pressure loading system, the axial pressure loaded on the rock-soil body sample is accurately controlled by adjusting the weight of the weight disc loaded weight, the operation is convenient and labor-saving, and the problems that the axial pressure loading pump is large in applied pressure, inconvenient to load lower axial pressure and complex in operation system are solved.
(4) The laser emitting head which drives the laser range finder through the rotatable base can move up and down around the rock-soil body for a circle through the adjusting rod, so that the compression amount of each point of the cylindrical rock-soil body sample is measured, namely the circumferential deformation amount, meanwhile, the reading through the dial indicator can measure the vertical deformation amount, the display is visual, the operation is simple, and the integral deformation of the rock-soil body can be accurately measured. The device solves the problem that the existing rock-soil body seepage deformation testing device measures the circumferential deformation of the rock-soil body by locally sticking the strain gauge on the surface of the rock-soil body, so that the measuring accuracy is not high.
(5) The experimental device has the advantages of integrated system functions, simple structure and convenience in operation, does not need to be provided with a relatively advanced triaxial compression test instrument, is low in cost, and solves the problems that the existing rock-soil body infiltration deformation testing device is high in requirement on test conditions, needs to be provided with the relatively advanced triaxial compression test instrument, is complex to operate and is high in cost. Meanwhile, the combined action of low stress, dry-wet circulation and other comprehensive factors is considered, and the practicability is high.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a schematic structural diagram of the device for testing the osmotic deformation of the rock-soil mass under the low stress condition of the present invention;
FIG. 2 is a schematic view of a base of the device for testing the osmotic deformation of the rock-soil mass under the low stress condition of the present invention;
FIG. 3 is a schematic view of a circular permeable steel plate of the device for testing the osmotic deformation of the rock-soil mass under the low stress condition of the present invention;
FIG. 4 is a schematic view of the circumferential deformation testing system of the device for testing the osmotic deformation of the rock-soil mass under the low stress condition of the present invention;
FIG. 5 is a schematic view of vertical load loading of the rock-soil mass osmotic deformation testing device under low stress conditions of the utility model;
FIG. 6 is a graph showing the relationship between the permeability coefficient of the rock-soil mass and the confining pressure under the low stress condition of the present invention;
FIG. 7 is a graph showing the relationship between the vertical deformation and confining pressure of the rock-soil mass under low stress conditions;
FIG. 8 is a graph showing the relationship between the circumferential deformation and confining pressure of the rock-soil mass under low stress conditions;
FIG. 9 is a graph showing the relationship between the permeability coefficient of the rock-soil mass and the axial pressure under the low stress condition of the present invention;
FIG. 10 is a graph showing the relationship between vertical deformation and axial compression of a rock-soil mass under a low stress condition;
fig. 11 is a diagram of the relationship between the circumferential deformation and the axial pressure of the rock-soil mass under the low stress condition of the present invention.
In the figure, 1, a test bed, 11, a first layer of table top, 12, a second layer of table top, 2, a permeation system, 21, a base, 22, a lower permeable stone, 23, an elastic rubber membrane, 24, an upper permeable stone, 25, a circular impermeable steel plate, 26, a cylindrical rock-soil body sample, 27, a circular permeable steel plate, 28, a water outlet pipe, 29, a drainage groove, 3, a water supply system, 31, a water storage device, 32, a pressure gauge, 33, a water inlet pipe, 34, a water suction pump, 4, a vertical load loading system, 41, a resistance weight, 42, an inclined rod, 43, a vertical rod, 44, a vertical load rod, 45, a load weight tray, 46, a load weight, 51, a hot air blower, 52, a vacuum pump and 53 are drying devices; 61. the dial indicator 62, the range finder 63, the support rod 64, the rotatable base 65, the water collector 66 and the electronic balance.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
The utility model provides a ground body osmotic deformation testing arrangement under low stress condition, as shown in figure 1, including osmotic system 2, water supply system 3, vertical load loading system 4, hoop load loading system, dry and wet circulation system, seepage flow measurement system, deformation measurement system. The water supply system 3 is connected with the water flow inlet of the osmotic system 2, the axial pressure output end of the vertical load loading system 4 is connected with the axial pressure loading end of the osmotic system 2, the confining pressure output end of the annular load loading system is connected with the confining pressure loading end of the osmotic system 2, the hot gas output end of the dry-wet circulation system is connected with the hot gas inlet of the osmotic system 2, the water outlet of the osmotic system 2 is connected with the seepage flow measurement system, the hot gas outlet of the osmotic system 2 is connected with the hot gas drying end of the dry-wet circulation system, and the input end of the deformation measurement system is connected with the axial deformation end and the annular deformation end of the osmotic device 2.
The infiltration system 2 consists of a base 21, a lower permeable stone 22, an upper permeable stone 24, a round impermeable steel plate 25, a cylindrical rock-soil body sample 26 and a round permeable steel plate 27. The cylindrical rock-soil body sample 26 is positioned on the base 21, the lower permeable stone 22 is arranged between the cylindrical rock-soil body sample 26 and the base 21, and the top of the cylindrical rock-soil body sample 26 is provided with an upper permeable stone 24, a circular permeable steel plate 27 and a circular impermeable steel plate 25 which are sequentially arranged from bottom to top. The round watertight steel plate 25 is provided with a ball support and two round through holes. The infiltration system 2 is connected with the water supply system 3 through a circular through hole on the circular impervious steel plate 25, is connected with the dry-wet circulation system through another circular through hole on the circular impervious steel plate 25, and is connected with the vertical load loading system 4 through a ball support on the circular impervious steel plate 25. As shown in fig. 2, a drainage groove 29, a water outlet hole and a plurality of annular grooves which are nested in sequence from outside to inside are arranged on the base 21, the water outlet hole is used for being connected with a seepage flow measuring system, the water outlet hole is embedded in the annular groove of the innermost ring, one end of the drainage groove 29 is communicated with the annular groove of the outermost ring, the other end of the drainage groove is communicated with the water outlet hole after being sequentially communicated with all the annular grooves in the outermost ring, the lower permeable stone 22 is attached to the annular groove on the base 21, and the diameters of the lower permeable stone 22 and the annular groove of the outermost ring on the. As shown in fig. 3, the circular water permeable steel plate 27 is a steel plate uniformly provided with water permeable holes.
The water supply system 3 is composed of a water storage device 31, a water inlet pipe 33 and a water suction pump 34. One end of the water inlet pipe 33 is communicated with the water storage device 31 through the water pump 34, the other end of the water inlet pipe is communicated with a circular through hole on the circular waterproof steel plate 25 of the infiltration system 2, and the water inlet pipe 33 is provided with a first valve (a valve K1) and a pressure gauge 32. The water storage device 31 is a vessel capable of containing water, such as a water tank or a water bucket.
The vertical load loading system 4 is composed of a resistance weight 41, a diagonal rod 42, a vertical rod 43, a vertical loading rod 44, a loading weight tray 45, and a loading weight 46. The vertical rod 43 is vertically fixed to one side of the osmotic system 2, one end of the diagonal rod 42 is rotatably connected to the upper portion of the vertical rod 43 by a bolt (i.e., the diagonal rod 42 can rotate left and right in a vertical plane around its connection point with the vertical rod 43 through the bolt), and the loading weight tray 45 is fixed to the other end of the diagonal rod 42. The vertical loading bar 44 is located between the vertical bar 43 and the loading weight tray 45. One end of the vertical loading rod 44 is rotatably connected with the diagonal rod 42 by a bolt (i.e. the vertical loading rod 44 can rotate left and right in a vertical plane around the connection point of the vertical loading rod and the diagonal rod 42 through the bolt), and the other end of the vertical loading rod 44 is provided with a steel ball which is engaged and fixed with a ball support on the round impermeable steel plate 25 of the infiltration system 2, wherein the ball support is a hollow hemispherical groove. The steel ball and the ball support are arranged, so that the vertical load loading system 4 can be separated from the round waterproof steel plate 25. The resistance weight 41 is fixed at one end of the inclined rod 42 fixedly connected with the vertical rod 43, the resistance weight 41 is positioned at one side of the vertical rod 43 far away from the vertical loading rod 44, and a loading weight 46 is placed in the loading weight tray 45.
The annular load loading system is sequentially sleeved on the multiple layers of elastic rubber membranes 23 (the materials are the same as those of the rubber rings) on the outer side surface of the cylindrical rock-soil body sample 26, and the circumferential pressure born by the soil sample is controlled by sleeving the rubber membranes with different layers. The thickness of the elastic rubber membrane 23 is 0.5-1 mm, and the inner diameter of the elastic rubber membrane is consistent with the diameter of the rock-soil body sample. The lower permeable stone 22, the upper permeable stone 24, the circular impermeable steel plate 25 and the circular permeable steel plate 27 are all located in the elastic rubber membrane 23 of the first layer, the diameters of the lower permeable stone 22, the upper permeable stone 24, the circular impermeable steel plate 25, the cylindrical rock-soil body sample 26 and the circular permeable steel plate 27 are all equal to the inner diameter of the elastic rubber membrane 23, and the outer side wall of the cylindrical rock-soil body sample is in contact with the elastic rubber membrane 23 of the first layer.
The utility model discloses the relation between the deflection of elastic rubber membrane 23 and its elasticity confined pressure promptly is:
σ3＝10600ε；
the confining pressure is calculated as:
in the above formula, σ3Denotes a confining pressure, i.e., an elastic force of the elastic rubber film 23,. epsilon.is an elastic modulus of the elastic rubber film 23, b is a thickness of the elastic rubber film 23, and d0Is the diameter of the elastic rubber film 23, and n is the number of layers of the elastic rubber film 23.
The dry and wet circulation system is composed of a hot air blower 51, a vacuum pump 52 and a drying device 53. The hot air blower 51 is communicated with the water inlet pipe 33 through a second valve (valve K2), the vacuum pump 52 is communicated with another circular through hole on the circular waterproof steel plate of the infiltration system 2 through an air pipe, and the drying device 53 is communicated with a water outlet hole on the base 21 of the infiltration system 2 through a water outlet pipe 28. The drying device 53 of this embodiment is a vessel (glass bottle, etc.) containing a drying agent such as quicklime, and quicklime is selected, so that the drying device is easy to obtain and economical. One end of the air pipe is communicated with a circular through hole on the circular waterproof steel plate 25 of the infiltration system 2, the other end of the air pipe is divided into two branches, one branch is connected with the vacuum pump 52 through a fourth valve (valve K4), and the other branch is communicated with the outside air through a sixth valve (valve K6).
The deformation measuring system comprises an axial deformation measuring system and a circumferential deformation measuring system, the axial deformation measuring system of the embodiment comprises a fixing rod and a dial indicator 61, the dial indicator 61 is vertically fixed on the fixing rod, and a measuring head of the dial indicator is arranged on the round waterproof steel plate 25 and is in contact with the round waterproof steel plate 25. The circumferential deformation measuring system is composed of a distance meter 62, a support rod 63 and a rotatable base 64, wherein the distance meter 62 adopts a laser distance meter in the embodiment. The rotatable base 64 is sleeved on the outer side wall of the base 21 of the infiltration system 2 and can rotate around the base 21; on laser range finder level was fixed in bracing piece 63, bracing piece 63 was vertical to be fixed in on the rotatable base 64, and bracing piece 63 is located infiltration system 2 side, and laser emission head of laser range finder is towards the lateral wall of cylindrical ground body sample 26. The utility model discloses also can adopt other distancers, adopt laser range finder, the precision is higher, and convenient operation.
When the whole annular deformation volume of cylindrical rock-soil body sample 26 at every turn measured, the laser emission head that all drives laser range finder through rotatable base 64 is around cylindrical rock-soil body sample 26 a week, and reciprocate through the regulation pole, thereby measure the annular deformation volume of cylindrical rock-soil body sample 26 every point, distancer 62 is connected with the computer, gather these measured data to the computer in, then draw the annular deformation volume data of measuring cylindrical rock-soil body sample 26 every point and make the scatter diagram, and carry out straight line fitting and variance analysis, obtain the annular whole deformation volume of cylindrical rock-soil body sample 26.
The seepage flow measuring system consists of a water collector 65 and an electronic balance 66, one end of the water outlet pipe 28 is connected with the seepage system 2, the other end is divided into two branches, one branch is communicated with the drying device 53 of the dry-wet circulating system through a third valve (valve K3), and the other branch is communicated with the water collector 65 of the seepage flow measuring system through a fifth valve (valve K5). The water flows into the water collector 65 through the water outlet pipe 28 and the fifth valve, the water collector 65 is placed on the electronic balance 66, and the electronic balance 66 is used for weighing the weight of the water collector 65 to obtain the seepage flow.
The vertical rod 43 of the vertical load loading system 4 and the rotatable base 64 of the deformation measuring system are both arranged on the test bed 1, and the test bed 1 is divided into a first layer of table top 11 and a second layer of table top 12. The vertical rod 43 of the vertical load loading system 4 is fixed on the first layer table top 11, the rotatable base 64 of the deformation measurement system is placed on the first layer table top 11, the drying device 53 and the electronic balance 66 are placed on the second layer table top 12, and the water outlet pipe 28 penetrates through the first layer table top and then is divided into two branches which are respectively communicated with the drying device 53 and the water collector 65. The test bed 1 is made of a material having a certain bearing capacity, such as steel or concrete. The size parameter of the cylindrical rock-soil body sample 26 is obtained by amplifying or reducing according to the size of the ring cutter seepage test sample.
The rotatable base 64 is a bearing, the inner ring of the rotatable base is fixedly connected with the test bed 1, the outer ring of the rotatable base is fixedly connected with the support rod 63, the base 21 of the infiltration system 2 is embedded in the inner ring of the rotatable base 64, and the base 21 is fixedly connected with the test bed 1. The support bar 63 is composed of a vertical bar, a horizontal bar and an adjusting bar, and the distance measuring instrument 62 is fixed on the adjusting bar. One end of the vertical rod is fixedly connected with the outer ring of the rotatable base 64, the other end of the vertical rod is fixedly connected with the horizontally placed cross rod, the cross rod is provided with a vertical threaded through hole, the adjusting rod is provided with an external thread matched with the threaded through hole, and the adjusting rod is in threaded connection with the cross rod through the external thread on the adjusting rod and the threaded through hole on the cross rod. The rotatable base 64 drives the distance measuring instrument 62 to rotate for a circle around the cylindrical rock-soil mass sample 26, and the height of the distance measuring instrument 62 is adjusted through the adjusting rod and the cross rod in threaded connection, so that the overall annular deformation of the cylindrical rock-soil mass sample 26 can be measured.
The lower and upper permeable stones 22 and 24 are 10mm thick and 100mm in diameter.
The utility model discloses a ground body osmotic deformation test method under low stress condition's concrete step is as follows:
step S1, preparing a cylindrical rock and soil mass sample 26, wherein the original rock is subjected to the procedures of drilling coring, polishing, demoulding and the like to prepare the cylindrical rock and soil mass sample 26 required by the test;
step S2, assembling the osmotic deformation testing device, brushing a layer of waterproof glue on the outer side wall of the cylindrical rock-soil body sample 26, sleeving the waterproof glue on the elastic rubber film 23, then placing the upper permeable stone 24, the circular permeable steel plate 27 and the circular impermeable steel plate 25 on the upper surface of the cylindrical rock-soil body sample 26, placing the lower permeable stone 22 on the lower surface of the cylindrical rock-soil body sample 26, wrapping the upper permeable stone 24 and the circular permeable steel plate 27 by the elastic rubber film 23, and attaching the circular permeable steel plate 27 and the circular impermeable steel plate 25.
Step S3, applying confining pressure, and sequentially sleeving n (n is 2, 3, and 4 … …) layers of elastic rubber films on the outer side of the first layer of elastic rubber film 23 to meet the requirement of applying the designed confining pressure.
And step S4, vertical load loading, wherein the lower end of the vertical loading rod 44 is engaged and fixed with the ball support on the round waterproof steel plate 25, and then the loading weight 46 loaded with the designed weight is placed in the loading weight tray 45.
And step S5, performing seepage control, namely opening the first valve, enabling water to flow into the water suction pump 34, the pressure gauge 32 and the round impermeable steel plate 25 in sequence through the water inlet pipe 33, infiltrating the cylindrical rock and soil mass sample 26, and controlling the pressure required by seepage through the pressure gauge 32 and the first valve.
Step S6, dry-wet cycle control, firstly opening the first valve and the sixth valve to make water flow into the lower part of the round impermeable steel plate 25, when water flow overflows from the branch of the air pipe where the sixth valve is located, closing the first valve and the sixth valve, when the water flow completely flows into the water collector 65 (namely when the weight of the water in the water collector 65 does not change), closing the fifth valve, then opening the fourth valve and the vacuum pump 52 to discharge the air in the rock-soil body and the water to saturate the cylindrical rock-soil body sample 26, closing the fourth valve and the vacuum pump 52 after 24h, opening the second valve, the third valve and the hot air blower 51 to make hot air enter the drying device 53 for dehumidification after the hot air takes away the water through the cylindrical rock-soil body sample 26, weighing and recording the weight of the hot air by the electronic balance 66 every hour, closing the second valve and the hot air blower 51 when the water content of the hot air increases to 70% of the mass of quicklime (when the water content increases to 70% of the mass, i.e. the rock-soil mass sample is considered to be dried), then the sixth valve is opened, so that the dehumidified hot air passes through the water outlet pipe 28 and the cylindrical rock-soil mass sample 26 and then is discharged from the air pipe, and the process is a dry-wet cycle; this procedure was repeated until the number of wet and dry cycles required for the test was reached.
Step S7, deformation measurement and permeability coefficient monitoring, wherein vertical deformation and circumferential deformation are respectively monitored through real-time readings of the dial indicator 61 and the distance meter 62, the electronic balance 66 is used for weighing the water collector 65 and the drying device 53 at intervals and recording the mass of the water collector and the drying device 53, and the permeability coefficient is obtained by calculating the water quantity passing through the water outlet pipe 28 and the water quantity passing through the drying device 53 in unit time.
As shown in fig. 5, a schematic diagram of vertical load loading is shown, where F1 is the gravity of the resistance weight 41, F2 is the axial loading force applied to the vertical loading rod 44, F3 is the gravity of the loading weight 46, l1 is the moment arm acted on F1, l2 is the moment arm acted on F2, and l3 is the moment arm acted on F3, and according to the rod moment balance, the following results are obtained:
F1·l1＝F2·l2+F3·l3；
therefore, on the premise that the mass of the resistance weight 41, the horizontal distance from the resistance weight 41 to the vertical rod 43, the horizontal distance from the vertical loading rod 44 to the vertical rod 43, and the horizontal distance from the loading weight tray 45 to the vertical rod 43 are known, the mass of the loading weight 46 can be calculated according to the above formula according to the magnitude of the axial pressure to be loaded (the axial loading force required to be received by the vertical loading rod 44), and then the loading weight 46 with the corresponding mass is loaded in the loading weight tray 45, thereby completing one axial loading.
Weigh m the water collector 65 every time t with an electronic balance1And weight m of the drying device 532Let m 'be the weight of the water collector 65 at the beginning'1M 'in weight of the drying device 53'2And therefore, the seepage rate of the rock soil body sample in the t time period is Q ═ (m)1-m′1)+(m2-m′2) Further, at an osmotic pressure (water pressure) P, the permeability coefficient of the cylindrical rock-soil mass sample 26 over a period of time t may be determined according to the following formula:
in the formula, d is the diameter of cylindrical rock-soil body sample 26, and Q is the seepage flow volume that passes through cylindrical rock-soil body sample 26 after osmotic pressure loading is stable, and H is the height of cylindrical rock-soil body sample 26, and this formula can study the change rule of rock-soil body osmotic coefficient under different axle load or confining pressure effect under the wet and dry circulation condition.
Suppose axial pressure σ1Applying different confining pressures sigma to the cylindrical rock-soil body sample 26 by using different layers of elastic rubber membranes 233The annular deformation L generated under different axial pressure and confining pressure ratios can be measured through the readings of the dial indicator 61 and the distance measuring instrument 623And vertical deformation L4Analyzing the data according to the circumferential deformation L3And vertical deformation L4With different confining pressures σ3And the relationship between the axial pressure and the confining pressure ratio, an expression can be established as follows:
suppose a confining pressure σ3Certain, different vertical loads are applied to the cylindrical rock-soil body sample 26 through the vertical load loading system 4, and the vertical deformation L generated under different axial pressure and confining pressure ratios can be measured through the readings of the dial indicator 61 and the range finder 621And amount of circumferential deformation L2Analyzing the data according to the vertical deformation L1And amount of circumferential deformation L2With different axial pressure sigma1And the relationship between the axial pressure and the confining pressure ratio, an expression can be established as follows:
by controlling the loading of different axial pressure and confining pressure, the osmotic deformation condition of the rock-soil body under the condition of low stress can be obtained.
And analyzing the test data, wherein the obtained osmotic deformation parameters of the rock-soil mass are basically consistent with those obtained by the in-situ test of the shallow rock-soil mass of the side slope. As shown in FIG. 6, the axial pressure σ is1A regularly, utilize the utility model discloses a relation graph between cylindrical ground body sample osmotic coefficient and the confined pressure that ground body osmotic deformation testing arrangement experimental obtained under the low stress condition is known by the figure, and its result that obtains with ground body normal position test is unanimous basically, has explained the utility model discloses the validity and the degree of accuracy of device. As shown in FIGS. 7 to 8, it can be seen that the axial pressure σ is1A regularly, utilize the utility model discloses a relation between vertical deflection and hoop deflection of the cylindrical ground body sample that ground body osmotic deformation testing arrangement was experimental to obtain and confined pressure all is unanimous basically with the result that ground normal position test measurement obtained under the low stress condition, has explained the utility model discloses dressEffectiveness and accuracy of the device.
As shown in fig. 9, is at the confining pressure σ3A regularly, utilize the utility model discloses a relation graph between cylindrical ground body sample osmotic coefficient and the axle load that ground body osmotic deformation testing arrangement experimental obtained under the low stress condition is known by the figure, and its result that obtains with ground body normal position test is unanimous basically, has explained the utility model discloses the validity and the degree of accuracy of device. As shown in FIGS. 10 to 11, it can be seen that the confining pressure σ is3A regularly, utilize the utility model discloses a relation between vertical deflection and the hoop deflection of the cylindrical ground body sample that ground body osmotic deformation testing arrangement experimental obtained under the low stress condition and the axle load all is unanimous basically with ground in situ test measuring measurement result, has explained the utility model discloses the validity and the degree of accuracy of device.
It is to be noted that, in the present invention, relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention shall fall within the protection scope of the present invention.
Claims (8)
1. The device for testing the osmotic deformation of the rock and soil mass under the low stress condition is characterized by comprising an osmotic system (2), a water supply system (3), a vertical load loading system (4), a circumferential load loading system, a dry-wet circulating system, a seepage flow measuring system and a deformation measuring system;
the water supply system (3) is connected with the rivers entry of osmotic system (2), the axle load output of vertical load loading system (4) is connected with the axle load loading end of osmotic system (2), the confining pressure output of hoop load loading system is connected with the confining pressure loading end of osmotic system (2), the steam output of wet and dry circulation system is connected with the steam entry of osmotic system (2), the delivery port and the seepage flow measurement system of osmotic system (2) are connected, the steam outlet of osmotic system (2) is connected with the hot gas dry end of wet and dry circulation system, the input of deformation measurement system is connected with the axial deformation end and the hoop deformation end of osmotic system (2).
2. The device for testing the osmotic deformation of rock-soil mass under the low stress condition according to claim 1, wherein the infiltration system (2) is composed of a base (21), a lower permeable stone (22), an upper permeable stone (24), a circular impermeable steel plate (25), a cylindrical rock-soil mass sample (26) and a circular permeable steel plate (27); the cylindrical rock-soil body sample (26) is positioned on the base (21), the lower permeable stone (22) is arranged between the cylindrical rock-soil body sample (26) and the base (21), and the top of the cylindrical rock-soil body sample (26) is provided with an upper permeable stone (24), a circular water permeable steel plate (27) and a circular water impermeable steel plate (25) which are sequentially arranged from bottom to top.
3. The device for testing the osmotic deformation of the rock-soil body under the low stress condition according to claim 2, wherein a ball support and two circular through holes are arranged on the circular waterproof steel plate (25), and a hollow hemispherical groove is arranged on the ball support; the infiltration system (2) is connected with the water supply system (3) through a circular through hole in the circular impermeable steel plate (25), is connected with the dry-wet circulation system through another circular through hole in the circular impermeable steel plate (25), and is connected with the vertical load loading system (4) through a ball support on the circular impermeable steel plate (25);
the base (21) is provided with a drainage groove (29), a water outlet hole and a plurality of circles of annular grooves which are sequentially nested from outside to inside; the water outlet is embedded in the annular groove at the innermost ring, one end of the drainage groove (29) is communicated with the annular groove at the outermost ring, and the other end is communicated with the water outlet after being sequentially communicated with all the annular grooves inwards; the lower permeable stone (22) is attached to the annular groove on the base (21), and the diameter of the lower permeable stone (22) is equal to that of the outermost annular groove on the base (21); and the infiltration system (2) is respectively connected with the seepage flow measuring system and the dry-wet circulating system through water outlets on the base (21).
4. The device for testing the osmotic deformation of the rock-soil mass under the low stress condition according to claim 3, wherein the vertical load loading system (4) consists of a resistance weight (41), an inclined rod (42), a vertical rod (43), a vertical loading rod (44), a loading weight tray (45) and a loading weight (46); the vertical rod (43) is vertically fixed on one side of the infiltration system (2), one end of the diagonal rod (42) is rotatably connected with the upper part of the vertical rod (43) through a bolt, and the weight loading tray (45) is fixed on the other end of the diagonal rod (42); the vertical loading rod (44) is positioned between the vertical rod (43) and the loading weight tray (45); one end of the vertical loading rod (44) is rotatably connected with the inclined rod (42) through a bolt, the other end of the vertical loading rod is provided with a steel ball matched with the hollow hemispherical groove of the ball support, and the vertical load loading system (4) is meshed and fixed with the ball support of the infiltration system (2) through the steel ball on the vertical loading rod (44) and the hollow hemispherical groove on the ball support; the resistance weight (41) is fixed at one end of the inclined rod (42) and the vertical rod (43) in fixed connection, the resistance weight (41) is located on one side, away from the vertical loading rod (44), of the vertical rod (43), and the loading weight (46) is placed in the loading weight tray (45).
5. The device for testing the osmotic deformation of the rock-soil mass under the low stress condition according to claim 4, wherein the annular load loading system is a plurality of layers of elastic rubber membranes (23) with the same specification, which are sequentially sleeved on the outer side surface of the cylindrical rock-soil mass sample (26), and the first layer of elastic rubber membrane (23) is fixedly sleeved on the outer side surface of the cylindrical rock-soil mass sample (26) through waterproof glue;
the lower permeable stone (22), the upper permeable stone (24), the round impermeable steel plate (25) and the round permeable steel plate (27) are all positioned in the first layer of elastic rubber film (23); the diameters of the lower permeable stone (22), the upper permeable stone (24), the circular waterproof steel plate (25), the cylindrical rock-soil body sample (26) and the circular waterproof steel plate (27) are all equal to the inner diameter of the elastic rubber membrane (23), and the outer side walls of the five are in contact with the inner wall of the elastic rubber membrane (23) of the first layer.
6. The device for testing the osmotic deformation of the rock-soil body under the low stress condition according to claim 5, wherein the water supply system (3) consists of a water storage device (31), a water inlet pipe (33) and a water suction pump (34); one end of the water inlet pipe (33) is communicated with the water storage device (31) through a water pump (34), the other end of the water inlet pipe is communicated with a circular through hole on a circular waterproof steel plate (25) of the infiltration system (2), and a first valve and a pressure gauge (32) are arranged on the water inlet pipe (33);
the deformation measuring system consists of an axial deformation measuring system and an annular deformation measuring system;
the axial deformation measuring system consists of a fixing rod and a dial indicator (61), wherein the dial indicator (61) is vertically fixed on the fixing rod, and a measuring head of the dial indicator is arranged on the round waterproof steel plate (25) and is in contact with the round waterproof steel plate (25);
the annular deformation measuring system consists of a distance meter (62), a support rod (63) and a rotatable base (64); the rotatable base (64) is sleeved on the outer side wall of the lower part of the base (21) and can rotate around the base (21); the supporting rod (63) is positioned on the side surface of the infiltration system (2) and is vertically fixed on the rotatable base (64); the distance measuring instrument (62) is horizontally fixed on the support rod (63), and the distance measuring end of the distance measuring instrument faces the cylindrical rock-soil body sample (26);
the output end of the distance measuring instrument (62) is electrically connected with a computer.
7. The apparatus for testing osmotic deformation of rock-soil mass under low stress condition according to claim 6, wherein the dry-wet circulating system is composed of a hot air blower (51), a vacuum pump (52) and a drying device (53); the hot air blower (51) is communicated with the water inlet pipe (33) through a second valve, the vacuum pump (52) is communicated with another round through hole on the round impermeable steel plate (25) of the infiltration system (2) through an air pipe, and the drying device (53) is communicated with a water outlet hole on the base (21) of the infiltration system (2) through a water outlet pipe (28).
8. The device for testing the osmotic deformation of the rock-soil body under the low stress condition according to claim 7, wherein the seepage flow measuring system consists of a water collector (65) and an electronic balance (66), and the water collector (65) is arranged on the electronic balance (66);
one end of the water outlet pipe (28) is connected with a water outlet hole of the base (21), the other end of the water outlet pipe is divided into two branches, one branch is communicated with the drying device (53) through a third valve, and the other branch is communicated with a water collector (65) of the seepage flow measuring system through a fifth valve;
one end of the air pipe is communicated with a circular through hole on the circular waterproof steel plate (25), the other end of the air pipe is divided into two branches, one branch is connected with a vacuum pump (52) through a fourth valve, and the other branch is communicated with the outside air through a sixth valve;
the vertical rod (43), the fixed rod and the rotatable base (64) are all arranged on the test bed (1), and the test bed (1) is divided into a first layer of table top (11) and a second layer of table top (12); the vertical rod (43), the fixed rod and the rotatable base (64) are fixed on the first layer of table top (11), and the drying device (53) and the electronic balance (66) are placed on the second layer of table top (12); the water outlet pipe (28) penetrates through the first layer of table top and then is divided into two branches which are respectively communicated with the drying device (53) and the water collector (65) in a one-to-one correspondence manner;
the rotatable base (64) is a bearing, the inner ring of the rotatable base is fixedly connected with the test bed (1), and the outer ring of the rotatable base is fixedly connected with the support rod (63); the base (21) is embedded in the inner ring of the rotatable base (64) and is fixedly connected with the test bed (1);
the supporting rod (63) consists of a vertical rod, a horizontal rod and an adjusting rod, and the distance measuring instrument (62) is fixed on the adjusting rod; one end of the vertical rod is fixedly connected with the outer ring of the rotatable base (64), the other end of the vertical rod is fixedly connected with the horizontally placed cross rod, the cross rod is provided with a vertical threaded through hole, the adjusting rod is provided with an external thread matched with the threaded through hole, and the adjusting rod is in threaded connection with the cross rod through the external thread on the adjusting rod and the threaded through hole on the cross rod;
the thickness of the lower permeable stone (22) and the thickness of the upper permeable stone (24) are both 10 mm;
the distance measuring instrument (62) adopts a laser distance measuring instrument;
the thickness of the elastic rubber film (23) is 0.5-1 mm.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110426337A (en) * | 2019-08-30 | 2019-11-08 | 长沙理工大学 | Rock And Soil seepage deformation test device and its test method under low-stress |
| CN114487340A (en) * | 2021-11-17 | 2022-05-13 | 重庆大学 | Crack real-time visualization seepage erosion soil-water determination triaxial test device and method |
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2019
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110426337A (en) * | 2019-08-30 | 2019-11-08 | 长沙理工大学 | Rock And Soil seepage deformation test device and its test method under low-stress |
| CN110426337B (en) * | 2019-08-30 | 2024-03-26 | 长沙理工大学 | Rock-soil body osmotic deformation testing device under low stress condition and testing method thereof |
| CN114487340A (en) * | 2021-11-17 | 2022-05-13 | 重庆大学 | Crack real-time visualization seepage erosion soil-water determination triaxial test device and method |
| CN114487340B (en) * | 2021-11-17 | 2023-09-19 | 重庆大学 | Triaxial test device and method for real-time visualization of seepage erosion of cracks and soil water measurement |
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