CN210401151U - Large-scale primary grading coarse-grained soil vertical permeation deformation tester - Google Patents
Large-scale primary grading coarse-grained soil vertical permeation deformation tester Download PDFInfo
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- CN210401151U CN210401151U CN201920745299.1U CN201920745299U CN210401151U CN 210401151 U CN210401151 U CN 210401151U CN 201920745299 U CN201920745299 U CN 201920745299U CN 210401151 U CN210401151 U CN 210401151U
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Abstract
A large-scale primary-grade coarse-grained soil vertical infiltration deformation tester is characterized in that a base is arranged on a support, a transition cylinder, a first porous plate, a test cylinder, a water collecting cylinder and a top plate are sequentially arranged on the base, pressure measuring units are arranged on the side wall of the test cylinder at intervals and are communicated with the test cylinder, a drain pipe for mounting a drain valve is arranged on the side wall of the water collecting cylinder, the drain pipe is communicated with a measuring cylinder, the lower portion of the base is communicated with one end of a water inlet pipe, a water inlet valve is arranged on the water inlet pipe, the other end of the water inlet pipe is communicated with a pressure tank, the pressure tank is communicated with a variable-frequency regulation pump set, a pipe network pressure sensor is arranged on a pipeline between the pressure tank and the variable-frequency regulation; the experimental device is suitable for measuring the vertical permeation deformation of coarse-grained soil, namely blasting stone and gravel stone with grain size larger than 600 mm.
Description
Technical Field
The utility model belongs to the technical field of hydraulic and hydroelectric engineering construction equipment and method, concretely relates to large-scale former grade is joined in marriage coarse grain soil and is permeated deformation test appearance perpendicularly.
Background
The earth-rock dam of the building mainly plays a role in retaining water in hydraulic and hydroelectric engineering, and in the design of the earth-rock dam, the actual requirements of the engineering are combined firstly to carry out seepage analysis on the dam body, so that the leakage and damage of the earth-rock dam can be greatly reduced. In order to research the seepage rule and characteristics of water in a dam filling material soil body structure, a seepage deformation test of coarse-grained soil is required, parameters required by dam seepage stability analysis and calculation are provided for design, and a reasonable seepage-proofing arrangement type is selected. The dam filling material is commonly blast stone slag material, gravel material and the like, and the material has the characteristics of large particle size, wide particle size range, large density, large and irregular porosity and the like, and the permeability characteristic law of the material is different from that of a common homogeneous soil particle material. The permeability coefficient comprehensively reflects the permeability characteristic of the soil body, the permeability gradient reflects the impermeability of the whole structure of the soil body, the two technical indexes are determined by an indoor test, the diameter of a material cylinder of a penetration device used for the current indoor coarse-grained soil permeability test is determined according to the maximum grain diameter of a sample, and the inner diameter of an instrument is specified to be larger than the grain diameter d of the sample by test regulations85When the inner diameter of the conventional test instrument cannot meet the requirement, designing and processing a large-diameter osmotic deformation instrument, or carrying out scale reduction treatment on a sample by adopting an equivalent removal method, an equivalent substitution method, a similar grading method or a mixing method on particles with the maximum allowable particle size according to the condition of the sample, wherein the size specification of the instrument used in the current indoor test is mainly designed aiming at coarse-grained soil (particles with the particle size of less than 60 mm), the osmotic test method for the dam main rockfill filling material (generally Dmax is less than or equal to 800mm) is not clearly discussed, the applicability of the scale reduction method for the oversize particles to the osmotic deformation test is still subject to test verification, the fine particle content is greatly changed in the scale of the osmotic test by adopting the removal method and the mixing method, and the fine particle part is just a key factor for influencing the osmotic coefficient measurement result, so that the two treatment methods are obviously not suitable for the osmotic test; although the similar grading method keeps the uneven coefficient of grading unchanged, the composition of the graded particles reduced by the method has larger difference with the original grading curve, the particles are obviously thinned, the content of fine particles is far greater than the content of the original grading, and the permeability coefficient measured by the method is obviously reduced by one order of magnitude, so the method is also unreasonable; although the equivalent substitution method adopts equivalent substitution fine particle part content measures to ensure that the fine particle content of a sample is unchanged, equivalent substitution of different particle sizes of the fine particle part affects the content change of the rest part, and the equivalent substitution method also has a certain influence on the result of measuring the permeability coefficient, so that the method has the technical problem of determining a reasonable substitution particle size and the maximum allowable substitution amount. In summary, the scale reduction effect has an adverse effect on the accurate determination of the penetration test result of coarse-grained soil and even coarse-grained soil, therefore, the penetration test of coarse-grained soil should be performed by using the original grading sample, but no specific method for the penetration test of coarse-grained soil nor an amorphous vertical penetration deformer of coarse-grained soil is proposed in the current test regulations.
Disclosure of Invention
The utility model aims to solve the technical problem that overcome above-mentioned prior art not enough, provide a reasonable in design, simple structure, can realize automatic functions such as pressure, constant voltage, pressure boost, the perpendicular osmotic deformation tester of coarse grain soil is joined in marriage to large-scale former level that has improved the experimental degree of accuracy greatly.
The technical scheme for solving the technical problems is as follows: the bracket is provided with a base, the base is provided with a transition cylinder, the top of the transition cylinder is provided with a first porous plate, the first porous plate is provided with a test cylinder, the side wall of the test cylinder is provided with a pressure measuring unit and an exhaust pipe, the exhaust pipe is provided with an exhaust valve, the pressure measuring unit is communicated with the test cylinder, the top of the test cylinder is provided with a water collecting cylinder, the top of the water collecting cylinder is provided with a top plate, the side wall of the water collecting cylinder is provided with a drain pipe for installing a drain valve, the drain pipe is communicated with a measuring cylinder, the lower part of the base is communicated with one end of a water inlet pipe, the water inlet pipe is installed on the water inlet pipe, the other end of the water inlet pipe is communicated with a pressure tank, the pressure, the variable frequency regulation pump set is electrically connected with the PID regulator.
The utility model discloses a base does: base body lower extreme toper convergence, the convergence end is provided with the connecting pipe of intaking that is linked together with the inlet tube, and the base body top is provided with the second porous disk, and processing has 30 rings at least holes of permeating water on the second porous disk, and adjacent two rings are permeated water hole staggered arrangement.
The utility model discloses a test section of thick bamboo is connected by 3 section at least barrels and is constituted.
The utility model discloses a pressure cell does: one end of the pressure measuring connecting pipe is communicated with the test cylinder, one path of the other end of the pressure measuring connecting pipe is communicated with the pressure measuring pipe through the first valve and the third valve, and the other path of the other end of the pressure measuring connecting pipe is connected with the test cylinder pressure sensor through the third valve and the second valve.
The utility model discloses a processing has 30 rings at least holes of permeating water on the first porous disk, and adjacent two rings hole staggered arrangement of permeating water.
The utility model discloses a support does: the lower part of the support body with the rectangular cross section is provided with at least 6 vertical braces, the joint of the lower part of the support body and the vertical braces is correspondingly provided with an inclined brace, the middle part of the support body is provided with an annular brace, and the diameter of the annular brace is matched with that of the base.
Because the utility model discloses a test method is according to darcy's law penetration testThe method is characterized in that the permeability coefficient of a sample and the permeability gradient (piping) of fine particles gradually lost along with seepage when water seepage passes through the coarse-particle soil and the damage gradient (flowing soil) when the soil body integrally floats are measured according to the principle, the particle size of the sample is controlled according to the technical requirement of dam body shell materials of engineering projects, the maximum particle size Dmax is less than or equal to 600mm, the test cylinder is designed in a segmented mode and is adjustable in height, water permeable plates are arranged in a cylinder body, water flows enter from a base, are buffered in a transition cylinder and enter the test cylinder through a first water permeable plate, pressure is applied to the water flows from bottom to top, the vertical permeation working condition in actual engineering can be well simulated, a plurality of groups of pressure measuring units are arranged according to the size of the test cylinder, the pressure in different water heads is measured, and the permeabilityTThe constant head pressure supply is realized by an automatic water supply device system, the functions of automatic pressure supply, constant pressure, pressurization and the like can be realized, the test accuracy is greatly improved, the large-scale penetration test difficulty is greatly changed into simple and easy operation, and the method is suitable for the vertical penetration deformation test of coarse-grained soil (blasting stones and gravel stones with the grain diameter larger than 600 mm).
Drawings
Fig. 1 is a schematic structural diagram of an embodiment of the present invention.
Fig. 2 is a schematic sectional view of the test cartridge 7 of fig. 1.
Fig. 3 is a schematic view of the installation of the load cell 8 in fig. 1.
Fig. 4 is a schematic view of the structure of the bracket 16 in fig. 1.
Fig. 5 is a top view of fig. 4.
Fig. 6 is a sectional view a-a of fig. 1.
Fig. 7 is a schematic structural view of the base 15 in fig. 1.
In the figure: 1. a water tank; 2. a variable frequency regulating pump set; 3. a pressure tank; 4. a pipe network pressure sensor; 5. a water inlet valve; 6. a water inlet pipe; 7. a test cartridge; 8. a pressure measuring unit; 9. a water collection cylinder; 10. a top plate; 11. a drain valve; 12. a drain pipe; 13. a measuring cylinder; 14. a first porous plate; 15. a base; 16. a support; 17. a transition cylinder; 18. a PID regulator; 8-1, a piezometric tube; 8-2, a first valve; 8-3, a second valve; 8-4, a test cylinder pressure sensor; 8-5, a third valve; 8-6, a pressure measuring connecting pipe; 15-1, a base body; 15-2, a second permeable plate; 16-1, an inclined strut; 16-2, a stent body; 16-3, vertical bracing; 16-4, and a ring support.
Detailed Description
The present invention will be described in further detail with reference to the following drawings and examples, but the present invention is not limited to these examples.
Example 1
In fig. 1-7, the present invention relates to a large primary coarse-grained soil vertical infiltration deformation tester, wherein a base 15 is fixedly connected to a support 16 by a screw fastening connector, further, the support 16 of the present embodiment is formed by connecting an inclined strut 16-1, a support body 16-2, a vertical strut 16-3 and an annular strut 16-4, the support body 16-2 is welded by square steel or channel steel to form a structure with a rectangular cross section, at least 6 vertical struts 16-3 are welded to the lower portion of the support body 16-2, the inclined strut 16-1 is correspondingly welded to the connection between the lower portion 16-2 of the support body and the vertical strut 16-3, the annular strut 16-4 is welded to the middle portion of the support body 16-2, the diameter of the annular strut 16-4 is adapted to the diameter of the base 15, and the base 15 is formed by a base body 15-1, The second permeable plate 15-2 is connected, the base body 15-1 is a hollow structure with the lower end being in conical convergence, the convergence end is connected into a whole and is provided with a water inlet connecting pipe communicated with the water inlet pipe 6, the top of the base body 15-1 is fixedly connected with the second permeable plate 15-2 by a threaded fastening connecting piece, at least 30 circles of permeable holes with the diameter of 5mm are processed on the second permeable plate 15-2, two adjacent circles of permeable holes are arranged in a staggered mode and are 10mm apart, a transition cylinder 17 is fixedly connected with the base 15 by a threaded fastening connecting piece, test water enters the base 15 through the water inlet connecting pipe and is collected in a cavity of the base 15 until reaching the second permeable plate 15-2, enters the transition cylinder 17 through the second permeable plate 15-2 and is gradually filled with the transition cylinder 17, so that the pressure of the test water stably rises and is kept in a constant pressure state.
The top of the transition cylinder 17 is fixedly connected and installed with a first permeable plate 14 by a thread fastening connecting piece, at least 30 circles of permeable holes are processed on the first permeable plate 14, two adjacent circles of permeable holes are arranged in a staggered mode and are 10mm apart, a test cylinder 7 is fixedly connected and installed on the first permeable plate 14 by a thread fastening connecting piece, at least 6 groups of pressure measuring units 8 are symmetrically installed on the two opposite sides of the side wall of the test cylinder 7 at equal intervals, the installation number and the installation interval of the pressure measuring units 8 are determined according to the test requirement, the pressure measuring units 8 are communicated with the test cylinder 7, an exhaust pipe is installed on the side wall of the test cylinder 7, an exhaust valve is installed on the exhaust pipe, the pressure measuring unit 8 of the embodiment is formed by connecting a pressure measuring pipe 8-1, a first valve 8-2, a second valve 8-3, a test cylinder pressure sensor 8-4, one end of the pressure measuring connecting pipe 8-6 is communicated with the test cylinder 7, one path of the other end is communicated with the pressure measuring pipe 8-1 through the first valve 8-2 and the third valve 8-5, the other path is communicated with the test cylinder pressure sensor 8-4 through the third valve 8-5 and the second valve 8-3, during the test, when the water head or pressure at a certain seepage section is measured according to test requirements, a first valve 8-2, a second valve 8-3 and a third valve 8-5 at corresponding positions are opened, the reading of a pressure sensor 8-4 of a test cylinder or the reading of a pressure measuring pipe 8-1 of the test cylinder is read, the difference of the water heads on any two seepage sections in the test cylinder is the difference between the water head values displayed by the pressure measuring pipes at the side walls of the two sections or the pressure value measured by the pressure sensor of the test cylinder, and the vertical distance between the two sections is the corresponding seepage diameter under the water head difference. The test tube 7 is formed by fixedly connecting at least three sections of tube bodies through threaded fastening connecting pieces according to the height of a sample in a test, rubber sealing materials are arranged at the joint of the tube bodies for water stopping, a water collecting tube 9 is fixedly connected and installed at the top of the test tube 7 through the threaded fastening connecting pieces, a top plate 10 is fixedly connected and installed at the top of the water collecting tube 9 through the threaded fastening connecting pieces, a drain pipe 12 is installed on the side wall of the water collecting tube 9, a drain valve 11 is installed on the drain pipe 12, the drain pipe 12 is communicated with a measuring tube 13, during the test, the water quantity in a certain seepage time period is taken by the measuring tube after seepage is stable, namely the seepage quantity Q of the time.
The lower part of a base 15 is fixedly connected and provided with a water inlet pipe 6 through a connecting flange, the water inlet pipe 6 is provided with a water inlet valve 5, the other end of the water inlet pipe 6 is communicated with a pressure tank 3, the pressure tank 3 is communicated with a variable-frequency regulating pump set 2, the pressure tank 3 plays a role of stabilizing the test water flow, a pipe network pressure sensor 4 is arranged on a pipeline between the pressure tank 3 and the variable-frequency regulating pump set 2, the variable-frequency regulating pump set 2 is communicated with a water tank 4, the water tank 1 provides a water source for the test, the pressure sensor 4 is electrically connected with a PID regulator 18 through a pressure transmitter, the variable-frequency regulating pump set 2 is connected with the PID regulator 18, the pipe network pressure sensor 4 is used for sensing the change of pipe network pressure, the signal is fed back to the PID regulator 18 through the pressure transmitter, the PID regulator 18, so that the water pressure of the pipe network is consistent with the control pressure.
The test method of the large primary grading coarse-grained soil vertical infiltration deformation tester comprises the following steps:
s1, debugging equipment: the penetration tester is assembled, the water inlet valve, the water discharge valve and the exhaust valve are opened simultaneously, water is filled into the test cylinder from the water inlet pipe until water overflows from the water discharge pipe and the exhaust pipe, whether leakage exists is observed, the water discharge valve and the exhaust valve are closed, whether density leakage occurs when the test cylinder wall is additionally provided with the sealing ring under test pressure is checked, after the requirement is met, the test is carried out according to a test scheme and steps, the water pressure required by the test is ensured in the continuous water supply process, and the accuracy of the test result is ensured.
S2, sample preparation and sample loading: providing dry density and prepared sample volume according to design, calculating the number of samples required by trial test, batching and loading samples in a grading and layering manner, compacting by manual compaction of a vibration tamping plate, connecting permeation test equipment in a layering and sealing manner, cleaning the surface of the sample after reaching the required height, mounting a top plate, and conducting water for test, wherein the test method adopts the permeation water flow to apply pressure water from bottom to top; in order to ensure the uniformity of the sample and reduce the separation of coarse and fine particles, the grain composition of each layer of the filled sample is kept consistent, water accounting for about 3 percent of the mass of the sample can be added, the mixture is uniformly mixed and then is filled into a test container, and a large-size surface vibrator is adopted for carrying out layer-by-layer compaction, so that the filling dry density of the sample meets the requirement of the designed dry density;
dry density of sample ρdAnd porosity n is calculated as follows:
wherein: rhod-dry density, g/cm 3; m isd-sample dry mass g, a-sample area, cm 2; h-actual height of the sample, cm; n-porosity,%; rhoω-density of water, g/cm 3; gs-soil particle specific gravity;
dry mass m of sampledThe calculation formula is as follows:
md＝ρd*Ah
wherein: rhodDry density, g/cm3；mdDry mass of sample g, A sample area, cm2(ii) a h-actual height of the sample, cm;
s3, sample saturation: after the sample is loaded, measuring the actual thickness of the sample, then saturating by adopting an exhaust head saturation method to ensure that the water pressure and the water level are slightly higher than the bottom surface of the sample, then slowly increasing the water pressure, leading water to permeate upwards from the bottom of the instrument along with the increase of the water supply pressure, slowly saturating the sample to completely remove air in the sample, and simultaneously switching on a corresponding pressure measuring unit along with the increase of the water level to reduce the influence on the test accuracy caused by the blockage of sample pores by bubbles separated from test water in the test process, wherein the temperature of the test water is not lower than room temperature;
s4, penetration test measurement:
a. preliminarily judging the damage form of the sample osmotic deformation according to the content of fine particles in the sample, and selecting an initial osmotic slope drop and an osmotic slope drop increment value, wherein the initial osmotic slope drop is 0.3-0.5, and the increment value is controlled within the range of 0.5-0.8 according to the property of the soil sample; the increment of the infiltration slope drop should be decreased properly when the critical slope drop is approached, and the numerical value can be increased properly when the infiltration slope drop is in a form of fluid soil damage.
b. Step-by-step water head rising is regulated according to the step a, after the water head is raised every time, seepage time t is recorded, pressure stabilizing time is not less than 30min, measuring and recording pressure pipe reading and measuring cylinder reading are started to determine seepage water flow Q, measuring and reading are carried out 3 times under each step of water head, the measuring and reading interval is not less than 30min every time, water temperature and air temperature are measured and read simultaneously, and seepage slope drop i and seepage flow velocity v under each step of water head are calculated
Wherein, i-permeation slope, v-permeation flow rate, cm/s, △ H-water head difference of the two pressure measuring tubes to be tested, cm, L-corresponding seepage diameter length, cm, Q-seepage water flow in t time, cm3T-percolation time, s;
calculating the permeability coefficient kT
Wherein: k is a radical ofTPermeability coefficient at water temperature T deg.C, cm/s, k20-permeability coefficient at water temperature 20 ℃, cm/s;
when the water seepage amount measured and read for 3 adjacent times is stable, the pressure can be increased to the next stage of water head for continuous measurement, the steps are repeated until the test is finished, and the average value of 3 permeability coefficients with close readings is taken as a test value;
c. drawing a relation curve of the permeation slope drop i and the seepage velocity v, drawing on a log-log coordinate by taking the permeation slope drop i as a vertical coordinate and the seepage velocity v as a horizontal coordinate, simultaneously drawing a relation curve of the seepage velocity v and the time t, and adjusting the duration of each stage of water head and the stage difference of the water head in time according to the curve change. And (3) according to the slope of the relation curve of the seepage slope i and the seepage velocity v, observing that fine particles start jumping or are carried out by water flow, considering that the sample reaches the critical slope, and calculating the critical slope according to the following formula:
in the formula: i.e. ik-a critical slope drop; i.e. i2-a slope drop at the beginning of a piping; i.e. i1-beginning a grade drop one stage before the piping;
according to a relation curve of the seepage slope i and the seepage velocity v, fine particles are continuously washed away along with the gradual increase of a water head, the seepage flow Q is increased, when the water head is increased to the sample and loses the anti-seepage strength, the slope is called as the damage slope of the sample, and the damage slope is calculated according to the following formula:
in the formula: i.e. iF-breaking the slope; i'2-a decline in permeability at failure; i'1-breaking the penetration slope of the previous stage;
when the flowing soil is damaged and the infiltration slope drop is not easy to be measured when the slope is damaged, taking the infiltration slope drop of the previous stage as the infiltration damage slope drop of the coarse-grained soil;
s5, closing the water inlet valve after the test is finished, extracting residual water in the sample, observing the change of the sample, measuring the height of the sample after the test according to the requirement, unloading the sample with a load in time and observing the rebound condition, detaching the top cover, absorbing the residual water on the sample, detaching the first water permeable plate, exhausting the residual water of the instrument, detaching the sample, taking out the sample after the test is finished, and performing particle analysis and density test on the sample.
In the experimental process, various phenomena such as the turbidity degree of effluent, bubble emergence, fine particle jumping, moving or being brought out by water flow, soil body suspension, seepage flow and the change of the water level of the piezometer tube are observed and described in detail, and when critical slope drop occurs and the precursor of the slope drop is damaged, the increment value of the slope drop is adjusted in time. The test is terminated when the sample is broken or the head of water can no longer be increased.
When the permeability coefficient is measured, the change value of the water level is increased every time, the change value is different according to the magnitude of the predicted value of the permeability coefficient of the test material, and the test can be completed after the test water head is changed for 5 times.
Claims (6)
1. The utility model provides a large-scale primary grading coarse grain soil vertical penetration deformation tester which characterized in that: the bracket is provided with a base, the base is provided with a transition cylinder, the top of the transition cylinder is provided with a first porous plate, the first porous plate is provided with a test cylinder, the side wall of the test cylinder is provided with a pressure measuring unit and an exhaust pipe, the exhaust pipe is provided with an exhaust valve, the pressure measuring unit is communicated with the test cylinder, the top of the test cylinder is provided with a water collecting cylinder, the top of the water collecting cylinder is provided with a top plate, the side wall of the water collecting cylinder is provided with a drain pipe for installing a drain valve, the drain pipe is communicated with a measuring cylinder, the lower part of the base is communicated with one end of a water inlet pipe, the water inlet pipe is installed on the water inlet pipe, the other end of the water inlet pipe is communicated with a pressure tank, the pressure, the variable frequency regulation pump set is electrically connected with the PID regulator.
2. The vertical infiltration deformation tester for large primary graded coarse-grained soil according to claim 1, characterized in that the base is: base body lower extreme toper convergence, the convergence end is provided with the connecting pipe of intaking that is linked together with the inlet tube, and the base body top is provided with the second porous disk, and processing has 30 rings at least holes of permeating water on the second porous disk, and adjacent two rings are permeated water hole staggered arrangement.
3. The vertical infiltration deformation tester for large primary graded coarse-grained soil according to claim 1, characterized in that: the test cylinder is formed by connecting at least 3 sections of cylinder bodies.
4. The large primary graded coarse grained soil vertical infiltration deformation tester according to claim 1, characterized in that the pressure measuring unit is: one end of the pressure measuring connecting pipe is communicated with the test cylinder, one path of the other end of the pressure measuring connecting pipe is communicated with the pressure measuring pipe through the first valve and the third valve, and the other path of the other end of the pressure measuring connecting pipe is connected with the test cylinder pressure sensor through the third valve and the second valve.
5. The vertical infiltration deformation tester for large primary graded coarse-grained soil according to claim 1, characterized in that: at least 30 circles of water permeable holes are processed on the first water permeable plate, and two adjacent circles of water permeable holes are arranged in a staggered mode.
6. The vertical infiltration deformation tester for large primary graded coarse-grained soil according to claim 1, characterized in that the support is: the lower part of the support body with the rectangular cross section is provided with at least 6 vertical braces, the joint of the lower part of the support body and the vertical braces is correspondingly provided with an inclined brace, the middle part of the support body is provided with an annular brace, and the diameter of the annular brace is matched with that of the base.
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| CN110082275A (en) * | 2019-05-22 | 2019-08-02 | 陕西秦海检测科技有限公司 | It is large-scale simple with the vertical seepage deformation tester of coarse-grained soil and test method |
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| CN110082275A (en) * | 2019-05-22 | 2019-08-02 | 陕西秦海检测科技有限公司 | It is large-scale simple with the vertical seepage deformation tester of coarse-grained soil and test method |
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Effective date of registration: 20211208 Address after: Sinohydro building, No.16, Keji Road, Xi'an, Shaanxi Province, 710065 Patentee after: SINOHYDRO CORPORATION ENGINEERING BUREAU 15 Co.,Ltd. Patentee after: Shaanxi Qinhai Testing Technology Co., Ltd Address before: 710068 rooms 211, 212 and 213, floor 2, Qinhai building, No. 1, Shuishui lane, bianjia village, Beilin District, Xi'an City, Shaanxi Province Patentee before: Shaanxi Qinhai Detection Technology Co.,Ltd. |