CN113740231A - Loading type soil consolidation and two-dimensional penetration combined measuring device and method - Google Patents

Abstract

The invention discloses a loaded soil consolidation and two-dimensional penetration combined measuring device and a testing method, wherein the device mainly comprises three parts: the soil body compression assembly, the vertical penetration testing assembly and the horizontal penetration testing assembly are integrated into a whole. The soil body compression component comprises a steel ball, a pressurizing cover plate, a retaining ring and a container; the vertical penetration testing component is provided with an upper porous plate, a lower porous plate and a water flow channel which vertically flows through the sample soil pore; the horizontal penetration testing component is provided with a lateral permeable plate, a sealing element, a semicircular split ring and a water flow channel which flows through the sample soil pore horizontally, and the component is fixed by adjusting the lifting of the expansion piece. The invention integrates the consolidation test and the penetration test, can obtain the consolidation test parameters and related indexes of the soil, synchronously obtain the horizontal and vertical two-dimensional penetration coefficients of the soil in corresponding states, overcomes the dispersibility of the existing consolidation test and penetration test instruments and improves the accuracy of the test parameters.

Description

Loading type soil consolidation and two-dimensional penetration combined measuring device and method

Technical Field

The invention relates to the field of geotechnical engineering test equipment, in particular to an indoor geotechnical test comprehensive test technology.

Background

The permeability coefficient is an important index reflecting the stability of the building and changes along with the upper load action of the soil body. In the construction of projects such as offshore bridges, high-rise buildings, deep water ports, submarine tunnels and the like, foundation settlement and soil permeability need to be mastered in advance in the design stage and the operation stage after construction. The pore space on the foundation soil body is changed due to various loads of buildings and the like existing in the engineering construction or after the engineering construction; in addition, the phenomena of layered clay sand inclusion, soil body anisotropy and the like exist, the vertical pore ratio and the horizontal pore ratio of soil are different, the horizontal permeability of some soil bodies is often larger than the vertical direction, and how to simulate the on-site stratum state through an indoor test is to measure the horizontal permeability coefficient and the vertical permeability coefficient under the consolidation pressure of the soil body, so that the method has important engineering application value.

The existing testing method is based on GB/T50123-.

In order to solve the above problems, some scholars propose to improve the structure of the traditional indoor test consolidometer and permeameter to form a multifunctional test device, so that a sample can synchronously measure the compression coefficient in the consolidation test and the permeability coefficient in the permeability test.

Therefore, Chinese documents 'development of a consolidation-permeation-gas injection combined test device' (Luhua bin, et al, Zhejiang university school newspaper (engineering edition), 2017, 51(7): 1278-. The former carries out structural improvement on the existing consolidation apparatus variable water head (permeameter) method based on the national standard 'geotechnical test method standard', and can obtain the conventional consolidation test parameters and permeability coefficients; the latter develops a penetration consolidation joint measuring device, can alternately carry out consolidation test and penetration test. Foreign documents EN ISO 17892-11 Determination of permeability by constant and failure head 4.Test procedure, ASTM D5084 Standard Test Methods for measuring of 5. application, respectively, describe a method for combined Measurement of compression and permeability, simulating unidirectional permeability of water under consolidation stress of a site soil body indoors, and obtaining a true and reliable permeability coefficient.

In addition, the chinese patent application publication No. CN 108318401 a describes a "testing apparatus for anisotropic permeability coefficient under soil consolidation stress", and specifically discloses a testing apparatus for permeability coefficient under soil consolidation stress, which comprises a pressurization system, a permeation apparatus and a data acquisition system, and measures the permeability coefficient of a sample in vertical direction or horizontal direction by using the way that permeable stones in the structure of the apparatus are horizontally placed or vertically placed under the vertical consolidation stress of the soil.

The technology or the method disclosed by the invention combines the two tests of the soft soil consolidation and the penetration into one to form a soil consolidation one-dimensional penetration test method, namely, the penetration test can be carried out in the vertical direction or the horizontal direction or in one of the two directions at each time, which further improves the reliability of the soil test for obtaining the penetration coefficient, but the two-dimensional penetration coefficient of the soil in the consolidation-penetration coupling relation can not be synchronously obtained by a single soil body.

Therefore, the existing scheme can not overcome the dispersity of the solid test and the penetration test, and the difference exists between different samples, so that the reliability of test data is reduced. Therefore, how to synchronously acquire the two-dimensional permeability coefficient of soil in the consolidation-permeability coupling relation for a single soil body is realized, so that the reliability of test data is improved, and the technical problem to be solved in the field is urgently needed.

Disclosure of Invention

Aiming at the problems that the existing scheme has larger dispersity of consolidation test and penetration test instruments and the reliability of test data is reduced due to difference of sample structures, a new comprehensive test scheme for the indoor geotechnical test of the permeability coefficient is needed.

Therefore, the invention aims to provide a loading type soil consolidation and two-dimensional penetration combined measuring device and a measuring method based on the device, the scheme can realize that a consolidation and penetration combined test is carried out on a single soil body, a sample is compressed and deformed under different load pressures, the relation between the compression deformation and the load of the soil is measured, and the corresponding two-dimensional penetration coefficients, namely the horizontal penetration coefficient and the vertical penetration coefficient, are synchronously measured, so that the technical defects in the prior art are overcome.

In order to achieve the aim, the loading type soil consolidation and two-dimensional penetration combined measuring device provided by the invention comprises a soil compression component, a vertical penetration testing component and a horizontal penetration testing component;

the soil body compression assembly forms a consolidation test container to determine the corresponding relation between the pressurization of the sample at the upper part in a sample chamber of the consolidation test container and the height change of the sample, and the compression parameters of the soil are calculated according to the pressurization value and the compression deformation of the sample;

the vertical penetration testing component is matched with the soil body compression component, shares a sample chamber of the consolidation test container and the same sample, and forms a seepage passage which vertically flows through the sample in the sample chamber so as to determine the vertical penetration coefficient of water flowing through the pores of the sample from bottom to top;

the horizontal penetration testing component is matched with the soil body compression component, shares a sample chamber of the consolidation test container and the same sample, and forms a seepage passage which horizontally flows through the sample in the sample chamber so as to measure the permeability coefficient of water which horizontally flows through the pores of the sample.

Further, the soil body compressing assembly comprises: the sample container comprises a pressurizing cover plate, a retaining ring and a container, wherein the retaining ring is arranged on a base of the container, and a sample chamber is formed in the retaining ring; the pressurizing cover plate is movably arranged in the retaining ring and can apply pressure to the sample in the sample chamber under the action of external force, so that the sample is deformed and solidified after being pressurized.

Furthermore, the vertical penetration testing component is arranged on the basis of a soil body compression component and comprises a first water inlet arranged in the container base, a first water outlet arranged on the pressurizing cover plate, an upper permeable plate and a lower permeable plate which are arranged in the protective ring, wherein the first water inlet is communicated with the sample chamber in the protective ring, and the upper permeable plate and the lower permeable plate are respectively positioned at the upper end and the lower end of the sample and are matched with the first water inlet and the first water outlet to form a penetration channel which vertically flows through the sample.

Furthermore, the vertical penetration testing assembly further comprises a first control assembly arranged corresponding to the first water inlet and the first water outlet so as to control the conduction state of the first water inlet and the first water outlet.

Furthermore, the horizontal penetration testing component is arranged on the basis of a soil body compression component and comprises through holes symmetrically formed in a retaining ring, two lateral permeable plates, two semicircular split rings and a telescopic device, the two lateral permeable plates are respectively arranged in the through holes in the retaining ring, the inner side surfaces of the two semicircular split rings are respectively provided with a water through hole, the two semicircular split rings are respectively arranged on the outer sides of the lateral permeable plates and the retaining ring, the water through holes in the inner side surfaces of the two semicircular split rings respectively correspond to the lateral permeable plates, and the telescopic device can respectively press the two semicircular split rings to abut against the outer sides of the retaining ring; the two lateral permeable plates are respectively matched with the limber holes on the two semicircular split rings to form a seepage channel which horizontally flows through the sample.

Furthermore, a sealing element is arranged between the semicircular split ring and the retaining ring, and a sealing matching structure is formed between a water through hole in the semicircular split ring and the lateral permeable plate on the retaining ring.

Furthermore, the horizontal penetration testing assembly further comprises a second control assembly which is arranged corresponding to the limber holes on the two semicircular split rings so as to control the conduction state of the limber holes on the two semicircular split rings.

In order to achieve the purpose, the invention provides a loaded soil consolidation and two-dimensional penetration combined measuring method, which comprises the following steps:

constructing a sample chamber to finish a consolidation test of a sample;

constructing a seepage channel which vertically flows through the sample in the same sample chamber, and carrying out a vertical seepage test on the same sample;

and a seepage channel which flows through the sample horizontally is constructed in the same sample chamber, and a horizontal seepage test is carried out on the same sample.

Furthermore, when a vertical penetration test is carried out in the determination method, a seepage channel which vertically flows through the sample is conducted, and a seepage channel which horizontally flows through the sample is closed; when the horizontal penetration test is carried out, the seepage passage which vertically flows through the sample is closed, and the seepage passage which horizontally flows through the sample is communicated.

The scheme provided by the invention can realize field exploration and sampling, cut a certain sample, namely a test sample, through an indoor geotechnical test, carry out consolidation and penetration combined test on the same test sample, and measure the relation between the compression deformation and the load of soil by the compression deformation of the test sample under different load pressures, and synchronously measure the corresponding two-dimensional permeability coefficients, namely the horizontal permeability coefficient and the vertical permeability coefficient, thereby effectively ensuring the reliability of test data and effectively overcoming the technical defects in the prior art.

Compared with the prior art, the scheme provided by the invention has the following beneficial effects:

(1) according to the scheme provided by the invention, a set of assemblies for two-dimensional penetration is invented according to the anisotropy of soil, and a two-dimensional penetration test of the soil in the horizontal direction and the vertical direction can be carried out.

(2) The scheme provided by the invention is an integrated device for consolidation test and penetration test, consolidation test parameters such as compression coefficient, compression modulus, compression index, rebound index, consolidation coefficient, early consolidation pressure hole, rebound coefficient, rebound modulus and the like can be obtained, and two-dimensional penetration coefficient of the same sample soil can also be obtained.

(3) The scheme provided by the invention overcomes the defect that the reliability of test data is reduced due to the dispersity and sample difference of the existing consolidation test and penetration test.

Drawings

The invention is further described below in conjunction with the appended drawings and the detailed description.

FIG. 1 is a schematic view of the overall structure of a soil consolidation and two-dimensional penetration combined measuring device in the embodiment of the invention.

FIG. 2 is a schematic view of the internal structure of the soil consolidation and two-dimensional penetration combined measuring device in the embodiment of the invention.

FIG. 3 is a schematic view of the installation of the soil consolidation and two-dimensional penetration combined measuring device in the embodiment of the invention.

FIG. 4 is an exploded view of a horizontal osmosis module of an apparatus according to an embodiment of the present invention.

FIG. 5 is a cross-sectional view of the overall structure of the device according to the embodiment of the present invention.

FIG. 6 is a flow chart of the combined measurement of sample consolidation, vertical infiltration, and horizontal infiltration after loading in accordance with an embodiment of the present invention.

The reference numbers in the figures illustrate:

1, steel ball; 2, pressurizing the cover plate; 3, a semicircular open ring; 4, container;

5, water outlet; 6, protecting a ring; 7, a water through hole; 8, bolts;

9 through grooves; 10, a telescopic device; 10.1 threaded rod; 10.2 Hexagon knob;

10.3 a coupler; 10.4 a trough-shaped bracket; 10.5 pin shafts; 11, an upper sealing ring;

12, arranging a permeable plate; 13 a lower permeable plate; 14, a lower sealing ring; 15 lateral permeable plates;

16 a sample chamber; 21 a seal member; 23 through holes; 24, testing the sample;

25 water inlet holes; 26 internal threads; 27 a hemispherical recess; 30 external threads;

31U-shaped grooves; 32 into the water channel.

Detailed Description

In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the invention is further explained below by combining the specific drawings.

In order to clearly bring about the present invention, terms related to the present invention are explained first.

The terms "compressibility" and "permeability" are derived from the description of GB/T50123-2019 geotechnical test method Standard, and are obtained by a standard consolidation test and a permeability test (variable water head method);

the term "pressure rating" means: external load in the consolidation test refers to the pressure applied on the test sample (see fig. 6, and expressed by P), and the pressure has grades, such as 12.5, 25.0 and 50 … … 3200kPa, and can be set as required;

the term "soil sample" refers to undisturbed sampling of a soil sampler at a survey site, wherein the soil sample refers to soft soil rather than rock, the sample refers to a certain sample in the whole soil sample, and the sample is saturated soil; the water used in the penetration test refers to degassed distilled water, and the water temperature correction, the permeable stone permeability coefficient requirement, the water inlet pipe inner diameter, the water inlet pipe height, the calculation formula and the like are executed according to the existing standard/standard requirements.

It should be noted that the joint measurement in the present invention refers to the consolidation test and the penetration test being integrated on the same device (e.g. the joint measurement device in the present invention), and multiple physical tests are performed on the same sample in the device, and the compression parameters and the corresponding two-dimensional permeability coefficient in the consolidation test are obtained at the same time, the terms "load", "pressure" and "external force" all have the same meaning, that is, the external force applied to the sample, and those skilled in the art can understand the specific meaning of the terms in the present invention specifically.

The invention provides a soil consolidation and two-dimensional permeability combined measuring scheme, which can synchronously acquire the two-dimensional permeability coefficient of soil in a consolidation-permeability coupling relation aiming at the same soil sample and ensure the reliability of test data.

Referring to fig. 1 and fig. 2, an exemplary configuration of a combined soil consolidation and two-dimensional infiltration measuring device according to the present invention is shown.

As can be seen from the figure, the soil consolidation and two-dimensional penetration combined measuring device provided by the embodiment is mainly formed by organically matching a soil compression component, a vertical penetration testing component and a horizontal penetration testing component.

The soil compression assembly forms a consolidation test container to measure the corresponding relation between the pressurization of the sample at the upper part in a sample chamber of the consolidation test container and the height change of the sample, and the compression type parameters of the soil are obtained according to the pressurization value and the compression deformation of the sample.

The vertical penetration testing component is matched with the soil body compression component, shares a sample chamber in the consolidation test container and the same sample in the sample chamber, and forms a vertical penetration channel which flows through the sample in the sample chamber, so that test water can enter the sample chamber from the bottom and seep out from the top of the sample in the sample chamber, and the vertical penetration coefficient of the water flowing through sample pores from bottom to top can be measured for the same sample.

The horizontal penetration testing component is matched with the soil body compression component in the same way, shares a sample chamber in the consolidation test container and the same sample in the sample chamber, and forms a seepage channel which horizontally flows through the sample in the sample chamber, so that test water can enter the sample chamber from one side of the sample chamber and flow out from the other side of the sample chamber, and the permeability coefficient of the water flowing through the sample pore in the horizontal direction can be measured aiming at the same sample.

The combined measuring device provided by the embodiment integrates and assembles the soil body compression component, the vertical penetration testing component and the horizontal penetration testing component into a whole, so that the consolidation and penetration combined test is carried out on the same sample, the sample is compressed and deformed under different load pressures, the relation between the compression deformation and the load of the soil is measured, and the corresponding two-dimensional penetration coefficients, namely the horizontal penetration coefficient and the vertical penetration coefficient, are synchronously measured.

Specifically, referring to fig. 1-4, the soil mass compression assembly in this example is mainly composed of a steel ball 1, a pressure cover plate 2, a guard ring 6 and a container 4.

The container 4 in the scheme is a component of the soil compression assembly and also serves as a basic component of the combined measuring device for bearing other assemblies in the combined measuring device, so that the soil compression assembly, the vertical penetration testing assembly and the horizontal penetration testing assembly are organically integrated and assembled into a whole and are located in a test container, and the compactness of the whole structure and the stable and reliable functions are ensured.

Furthermore, the guard ring 6 is integrally arranged on the base of the container 4 and has a sample chamber 16 formed therein for carrying a sample 24; meanwhile, the pressurizing cover plate 2 is integrally and movably arranged in the retaining ring 6, and can apply pressure to the sample 24 in the sample chamber 16 under the action of external force, so that the sample is deformed and solidified after being pressed; the steel ball 1 is seated on the pressurizing cover plate 2 for receiving an external force.

In order to enable a stable and reliable test of the sample 24, the grommet 6 in this example is of a cylindrical structure, thereby forming a cylindrical sample chamber 16 inside.

In order to allow a stable and reliable assembly with the grommet 6 and to facilitate the installation of other components, the container 4 in this example is preferably of circular groove design, with an internal circular notch as a receiving space for other components. Meanwhile, the middle part of the bottom of the container 4 is provided with a circular U-shaped groove 31 (as shown in fig. 3 and 4), the circular U-shaped groove 31 is matched with the connecting end of the protective ring 6, and the connecting end of the protective ring 6 can be arranged in the circular U-shaped groove 31.

Further, this example corresponds in U-shaped groove 31 and sets up external screw thread 30, sets up corresponding internal thread 26 in the inboard of retaining ring 6 link simultaneously, and retaining ring 6 settles in U-shaped groove 31 through the mode of spiro union like this to realize being connected in dismantling of retaining ring 6 and container 4, the quick assembly and disassembly of both being convenient for can guarantee again to connect fixed reliability.

It should be noted here that the assembling structure between the grommet 6 and the container 4 in this example is not limited to the screwing structure. Other possible quick assembly construction solutions may be used as well. This is not described in detail here.

The pressurizing cover plate 2 in this embodiment is of a disc-shaped structure matched with the inner space of the guard ring 6, and the specific structure is not limited here, and only effective experimental pressure can be stably and uniformly formed on the sample 24 in the sample chamber in the guard ring 6.

The steel ball 1 in this example is disposed on the pressure cover plate 2 for transmitting the external force to the pressure cover plate 2 in a concentrated manner to cooperate with the consolidation test.

For example, in this embodiment, a corresponding spherical placement groove is preferably disposed at an outer middle position of the pressure cover plate 2 for placing the corresponding steel ball 1, and based on spherical matching between the two, the external force received by the steel ball 1 can be vertically transmitted to the middle of the pressure cover plate 2, so as to ensure the stability of the pressure cover plate 2 and make the pressure of the pressure cover plate 2 more balanced.

Furthermore, in order to match the steel ball 1, a corresponding external force structure adopts a corresponding concave spherical sleeve to match the steel ball 1, so that the vertical transmission of force can be kept.

In the soil body compression assembly, a retaining ring 6 is located on the opening concave bottom of a container 4, a sample chamber 16 is formed in the retaining ring 6, a sample 24 is placed in the sample chamber 16, and a steel ball 1 and a pressurizing cover plate 2 are matched, so that a consolidation test device is formed.

In this manner, consolidation testing can be accomplished based on the present compression assembly. That is, when an external force is applied to the present compression module, the external force is transmitted to the sample 24 in the grommet 4 through the steel ball 1 and the pressure cover 2, the correspondence between the pressure of the sample 24 under the confining condition and the height change of the sample 24 (i.e., the sample 24 settles and is fixed after being pressed) is measured, the height change of the sample 24 (initial height h) is recorded according to the pressure class P (P is 25kPa, 50kPa … … is unequal) and the duration t (1h, 2h … … is unequal), and the relation between the compression deformation and the load is calculated according to P, t, Δ h and the void ratio.

The pressure refers to the load applied on the device, and the pressurizing mode usually refers to a lever type, air pressure type or other pressurizing modes, and meets the requirements of GB/T15406 basic parameters and general technical conditions of geotechnical engineering instruments in China.

Based on the soil compression assemblies, the vertical penetration testing assembly of the common sample chamber 16 and the same sample 24 is formed on the basis of the soil compression assembly construction scheme.

Referring to fig. 2-4, the vertical penetration testing assembly in this embodiment is mainly composed of an upper permeable plate 12, a lower permeable plate 13, and a pressurizing cover plate 2, a retaining ring 6 and a container 4 in the soil compressing assembly.

In order to cooperate to form a vertical penetration test assembly, the present example is provided with a corresponding first water inlet opening in the bottom of the container 4 for introducing water for a vertical penetration test from the bottom into the sample chamber 16 in the guard ring 6.

Preferably, the first water inlet is mainly formed by the cooperation of a water inlet hole 25 opened in the middle area defined by the annular U-shaped groove 31 at the bottom of the container 4, and a water inlet passage 32 radially arranged along the bottom of the container 4 and communicating with the water inlet hole 25 (as shown in fig. 4).

The inlet opening 25 and inlet channel 32 thus provided may be in communication with a variable head conduit for introducing a test water stream from the bottom of the sample chamber 16.

In addition, in this example, be provided with the internal thread interface in water inlet channel 32 to with the screw connection of variable head pipeline, improve the portability of this scheme equipment.

In cooperation with the water inlet structure arranged at the bottom of the container 4, a first water outlet 5 is arranged on the pressurizing cover plate 2 in the embodiment, and the water outlet 5 is communicated with a sample chamber 16 in the guard ring 6.

The specific arrangement structure of the water outlet 5 is not limited herein, and may be determined according to actual requirements.

In addition, in this example, be provided with the internal thread interface in delivery port 5 to with variable head pipeline screw connection, improve the portability of this scheme equipment.

The upper and lower permeable plates 12, 13 in this example are fitted to the sample chamber 16 in the grommet 6, preferably in a clearance fit with the inner wall of the sample chamber 16. The upper and lower permeable plates 12, 13 are distributed in the sample chamber 16 in the height direction of the sample chamber 16 (as shown in fig. 2), and are attached to the upper and lower ends of the sample 24 in the sample chamber 16 during the test (as shown in fig. 3).

This example is add upper seal ring 11 and lower sealing washer 14 on this basis further, prevents the seepage of test process water, influences the accuracy of test data.

The upper sealing ring 11 is arranged on the inner side of the upper port of the retaining ring 6 and is used for being matched with the pressurizing cover plate 2 arranged in the retaining ring 6, a dynamic sealing structure is formed between the retaining ring 6 and the pressurizing cover plate 2, and when a vertical sample compression test or a sample permeation test is cut off through the upper sealing ring 11, water leakage between the upper permeable plate and the pressurizing cover plate is avoided.

In order to stably fit the upper seal ring 11, the present embodiment preferably has a corresponding hemispherical recess 27 formed on the inner side of the upper end opening of the grommet 6 for seating the upper seal ring 11, so that the upper seal ring 11 can be stably seated, and the reliability of the dynamic seal structure with the pressure cover plate 2 can be ensured.

For the lower seal ring 14, it is seated directly in the annular U-shaped groove 31 in the bottom of the container 4 for cooperation with the connecting end of the grommet 6, forming a sealing structure at the connection between the container 4 and the grommet 6. The lower sealing ring 14 can effectively prevent water in the sample from leaking to the outer side of the retaining ring from the lower permeable plate.

In the vertical penetration testing assembly formed in this way, the upper permeable plate 12 and the lower permeable plate 13 distributed in the retaining ring 6 are respectively matched with the water outlet 5 on the pressurizing cover plate 2 and the water inlet hole 25 at the bottom of the container 4, so that a penetration flow channel which vertically flows through a sample and is formed from the bottom of the sample chamber 16 in the retaining ring 6 to the top of the sample chamber 16 is formed. Meanwhile, the upper sealing ring 11 and the lower sealing ring 14 are used for preventing water from leaking along the upper side of the retaining ring 6 or the lower end of the retaining ring 6 in a vertical penetration test.

The vertical penetration test can be completed based on the vertical penetration test component. That is, the upper permeable plate 12 and the lower permeable plate 13 in the retaining ring 6 are distributed at the upper end and the lower end of the sample 24 in the sample chamber 16, and are in butt fit with the two ends of the sample 24, the water outlet 5 on the pressurizing cover plate 2 and the water inlet 25 at the center of the bottom of the container 4, so that external water sequentially flows through the water inlet channel 32, the water inlet 25, the lower permeable plate 13, the lower end of the sample 24 and the inner hole of the sample 24 through a variable water head pipeline, seeps out from the upper end of the sample 24, the upper permeable plate 12 and the water outlet 5, and forms vertical seepage flow; therefore, the vertical permeability coefficient of water flowing through the pores of the sample from bottom to top is determined according to the water level difference and the flowing time of the water flowing through the water pipe.

Based on the soil compression assembly and the vertical penetration testing assembly, the horizontal penetration testing assembly of the common sample chamber 16 is formed on the basis of the construction scheme of the soil compression assembly and the vertical penetration testing assembly.

With reference to fig. 2-4, the horizontal penetration test assembly in this example is mainly composed of a lateral permeable plate 15, a seal 21, a semi-circular split ring 3, and a retractor 10 cooperating with a guard ring 6 and a container 4.

In order to cooperate to form a horizontal penetration test assembly, the present example provides corresponding through holes 23 in the side wall of the grommet 6 for receiving corresponding lateral permeable plates 15 to form corresponding lateral permeable holes.

Preferably, the guard ring 6 is provided with through holes 23 on the side wall, and the two through holes 23 are formed horizontally and radially penetrating the sample chamber 16 in the guard ring 6.

Further, the stability of the subsequent horizontal penetration test can be ensured, in this example, the through holes 23 are of a square structure and are distributed in the middle area (in the height direction) of the side wall of the guard ring 6, the specific size of the through holes 23 can be determined according to the actual requirement, and for example, the height size of the through holes 23 is preferably 1/2-2/3 of the height of the side wall of the guard ring 6.

In this embodiment, two sets of lateral permeable plates 15 are used, and the lateral permeable plates 15 are integrally formed in an arc-shaped plate shape, the arc-shaped structure of which corresponds to the side wall of the retaining ring 6, and the size of which corresponds to the through hole 23 formed in the retaining ring 6. Two sets of side direction water permeable plate 15 of structure like this settle respectively in the through-hole 23 on the grommet 6 lateral wall for side direction water permeable plate 15 is whole to be inlayed and is established in the lateral wall of grommet 6, and can form continuous smooth structure (as shown in fig. 2) with the cooperation of grommet 6 lateral wall, be convenient for like this with the cooperation of other parts and can guarantee the stability when follow-up part cooperates.

The specific structure of the lateral permeable plate 15 is not limited herein and can be determined according to actual requirements.

The semi-circular split ring 3 in this example is intended to be combined with a grommet 6 to form a corresponding permeate channel in cooperation with a lateral permeable plate 15 in the side wall of the grommet 6.

Specifically, in this example, two semicircular open rings 3 are adopted, and in order to fit the guard ring 6, each semicircular open ring 3 is integrally in the shape of an arc plate, and the radian of each semicircular open ring 3 corresponds to the radian of the side wall of the guard ring 6 and is concentrically fitted. The semicircular split ring 3 can be perfectly attached to the side wall of the guard ring 6, and the reliability of two groups of combinations is guaranteed.

Meanwhile, in the embodiment, a corresponding water through hole 7 is formed in each semicircular open ring 3, and one port of the water through hole 7 is distributed on the inner side surface of each semicircular open ring 3, such as the middle area of the inner side surface of each semicircular open ring 3, so as to be matched with a corresponding lateral water permeable plate 15; the other end of the water through hole 7 is distributed at the upper end part of the semicircular split ring 3 so as to lead the outside water pipe (as shown in figures 2 and 4).

The two semicircular split rings 3 with the structure are respectively arranged at the outer sides of the retaining rings 6 corresponding to the lateral permeable plates 15, and the ports of the water through holes on the inner side surfaces of the two semicircular split rings respectively correspond to the lateral permeable plates; namely, the two semicircular split rings 3 are symmetrically arranged on the outer side wall of the guard ring 6, and the water through hole ports on the inner side surface of each semicircular split ring 3 correspond to the lateral permeable plates 15. Therefore, water permeating from the lateral permeable plate 15 can enter the water through holes 7 in the corresponding semicircular split rings 3, or the water entering the water through holes 7 in the semicircular split rings 3 can flow to the corresponding lateral permeable plate 15.

Aiming at the matching structure between the semicircular split rings 3 and the guard ring 6, the telescopic device 10 is introduced in the embodiment and used for pressing and abutting the corresponding semicircular split rings 3 on the outer side of the guard ring 6.

The example uses two telescopes 10 mounted inside the container 4 and corresponding to the semi-circular split ring 3. To semicircle split ring 3 for the symmetry setting, these two expansion bend 10 also symmetry are settled at container 4 inboard, simultaneously with the contact in the semicircle split ring 3 outside that corresponds, can compress tightly semicircle split ring 3 and fix in the outside of grommet 6 for accomplish the face contact and fix between semicircle split ring 3 and the grommet 6 lateral wall.

For the convenience of adjustment, the container 4 is preferably provided with a corresponding through slot 9 for accommodating the telescopic device 10, and the installation orientation of the telescopic device 10 is adjusted based on the structure of the through slot 9.

The through slots 9 here are, by way of example, of elongate hole configuration arranged in the height direction of the container 4. By mounting the telescopic tool 10, the mounting position of the telescopic tool 10 can be adjusted in the height direction of the container 4.

Referring to fig. 2 and 3, the telescopic device 10 in this example mainly comprises a threaded rod 10.1, a hexagonal knob 10.2, a coupler 10.3, a groove-shaped bracket 10.4 and a pin shaft 10.5.

In this embodiment, the telescopic device 10 is formed by detachably combining the above components to form an integrally detachable assembly structure.

The channel-shaped support 10.4 serves as a connection base for the telescopic device, which can be screwed to the screw 8 for the symmetrical fastening of the telescopic device 10 along the through-channel 9 inside the container 4.

The shaft coupling 10.3 is arranged in the groove-shaped bracket 10.4, the pin shaft 10.5 penetrates through a through hole at one side of the groove-shaped bracket 10.4 and a through hole of the shaft coupling 10.3 and is exposed out of a through hole at the other side of the groove-shaped bracket 10.4, then the pin is inserted into the pin hole on the pin shaft 10.5 to prevent the pin shaft 10.5 from being separated from the groove-shaped bracket 10.4, and the shaft coupling 10.3 can rotate around the pin shaft 10.5.

The threaded rod 10.1 is placed on the coupling 10.3 by the hexsteel knob 10.2, while the hexsteel knob 10.2 is rotated around the threaded rod 10.1 for controlling the threaded rod 10.1 to rise (the threaded rod length increases) or fall (the threaded rod length decreases):

lifting and pressing the semicircular split ring 3, the sealing piece 21 and the surface of the guard ring 6 to be fully contacted;

and (3) descending, namely disassembling or assembling parts on the telescopic device 10.

The expansion piece 10 with the structure is arranged in the container 4 based on the bolt 8, namely, the bolt 8 penetrates through the through groove 9 to be screwed with the internal thread hole on the back surface of the groove-shaped bracket 10.4, and the horizontal penetration testing assembly is fixed.

On the basis, the sealing piece 21 is further arranged between each semicircular split ring 3 and the retaining ring 6, the sealing piece 21 is specifically distributed on the periphery of the matching structure of the water through holes on the semicircular split rings 3 and the corresponding lateral permeable plates, and therefore a sealing matching structure is formed between the water through holes on the semicircular split rings 3 and the lateral permeable plates 15 embedded in the retaining ring 6.

Preferably, the sealing member 21 of this embodiment is made of rubber, and is configured to cover the periphery of the lateral permeable plate 15 corresponding to the square ring structure of the lateral permeable plate 15, and a sealing structure is formed around the lateral permeable plate 15, so that water in the sample 24 in the sample chamber inside the retaining ring 6 can be effectively isolated from permeating to the outside through the lateral permeable plate 15, and the effective permeation of water from the semicircular split ring 3, the lateral permeable plate 15 and the inside of the sample through the horizontal water flow channel is ensured.

The horizontal penetration testing assembly is characterized in that the expansion pieces 10 which are symmetrically distributed in the container 4 are respectively pressed on the corresponding side semicircular split rings 3 through point contact, so that the semicircular split rings 3 are pressed and fixed on the outer side surfaces of the retaining rings 6 and are in surface contact with the lateral water permeable plates 15 embedded in the retaining rings 6, and the horizontal penetration testing assembly is in surface contact and fixed.

Meanwhile, the adjusting threaded rod 10.1 can be rotated to extend or shorten through a hexagonal diamond knob 10.2 in the telescopic device 10, the semicircular split ring 3, the sealing piece 21 and the guard ring 6 are in full surface contact through the extension of the threaded rod 10.1, the water in the hole of the soil body of the sample is ensured to permeate along the horizontal direction, and the threaded rod 10.1 is shortened for the disassembly or the installation of the horizontal direction permeation component.

The horizontal seepage testing component is characterized in that two lateral water permeable plates 15 symmetrically embedded in the retaining ring 6 are respectively matched with the water through holes 7 on the two semicircular split rings 3 symmetrically distributed on two sides of the retaining ring 6, so that a horizontal seepage channel for horizontally flowing through a sample 24 in the sample chamber 16 is formed.

Based on the horizontal penetration test assembly, a horizontal penetration test can be performed on the sample 24 in the sample chamber 16, and the horizontal penetration test is used for measuring the permeability coefficient of water flowing through the pores of the sample in the horizontal direction. The water through hole on the semicircular split ring at one side is set as a water inlet hole, and the water through hole on the semicircular split ring at the other side is set as a water outlet hole; and the outer sides of the lateral permeable plates embedded in the through holes on the two sides of the guard ring are contacted with the semicircular split rings, and the inner sides of the lateral permeable plates are contacted with the side surfaces of the samples in the sample chambers to form contact surfaces. The water flows into the inner channel of the semicircular split ring from one side of the water inlet, passes through the lateral permeable plate to the inside of the sample, and seeps out from the other side of the sample to obtain the horizontal permeability coefficient.

The loaded soil consolidation and two-dimensional penetration combined measuring device provided by the embodiment realizes that the consolidation test and the penetration test are completed on the same sample in the device by organic combination among the consolidation test compression assembly, the vertical penetration test testing assembly and the horizontal penetration test testing assembly and sharing one sample chamber.

For the penetration tests (such as the vertical penetration test and the horizontal penetration test) referred to in the present example, the variable head method may be employed in practice, but is not limited thereto.

On the basis of the above constitution scheme, the present embodiment is further provided with 4 water stop clamps to constitute a corresponding control assembly for controlling the cooperation to complete a corresponding permeation test.

Wherein, the two water stop clamps are matched to form a second control component for the water flow passing through or closing of the horizontal penetration water inlet/outlet 7 (one end is connected with the water inlet pipe and the other end is connected with the water outlet pipe); the other two water stop clamps are matched to form a first control assembly for vertically penetrating the water inlet channel 32 and the water outlet 5 to pass or close, and the threaded interfaces on the water pipe are respectively screwed with the threaded interfaces of the water inlet channel 32, the water outlet 5 and the water inlet and outlet 7.

It should be noted that the present embodiment is not limited to the use of a water stop clip to control the opening and closing of the corresponding permeation pathway in the device.

The operation and application process of the soil consolidation and two-dimensional infiltration combined measuring device given in the example are illustrated below.

The soil consolidation and two-dimensional penetration combined measuring device can be arranged according to the field scale of a laboratory when applied, and can be matched with corresponding testing (load) equipment, data acquisition (sensors), calculation processing equipment and the like to form large-scale testing.

The device for jointly measuring the consolidation and the two-dimensional penetration of the soil body can be installed by adopting the following steps based on the characteristics of the self composition structure of the device for carrying out related tests.

When the device is installed, the whole process is divided into 4 steps, and the device is installed by using driving components; horizontal fixing of the wall-carrying component; ⒊ placing the sample; ⒋ preparation for measurement.

With reference to fig. 3, the specific process is as follows:

step 1: horizontally placing the container 4 on an operation platform, firstly embedding the lower sealing ring 14 into the bottom of a U-shaped groove 31 of the container 4, placing an internal thread end at the bottom of the protective ring 6 on the U-shaped groove 31, screwing the internal thread at the bottom of the protective ring 6 and an external thread 30 on the U-shaped groove 31 (see figure 4), embedding lateral water permeable plates 15 at the left side and the right side of the protective ring 6, attaching a sealing element 21, and correspondingly placing a semicircular split ring 3 at the bottom of the container 4;

step 2: the telescopic device 10 moves up and down to the position of the height 1/2 of the through groove 9, the bolt 8 passes through the through groove 9 and is in threaded connection with an inner hole in the middle of the groove-shaped support 10.4, the threaded rod 10.1 is put down to the horizontal direction, the top of the threaded rod 10.1 is aligned with the outer side surface of the semicircular split ring 3, the hexagonal knob 10.2 is rotated to adjust the length of the threaded rod 10.1, the top end of the threaded rod 10.1 is pressed with the side surface of the semicircular split ring 3, the finished surfaces are in close contact, and the horizontal direction component is fixed;

and step 3: a lower porous plate 13 is placed in the retaining ring 6, a cut sample 11 is pushed into a sample chamber 16 in the inner cavity of the retaining ring 6, an upper porous plate 12 is placed, an upper sealing ring 11 is embedded into a groove at the upper end of the retaining ring 6, and then a pressurizing cover plate 2 and a steel ball 1 are placed;

and 4, step 4: the upper water outlet 5 of the pressurizing cover plate 2, the two water inlets and the two water outlets 7 on the semicircular split ring 3, the inlets of the water inlet channel 32 at the bottom of the container 4 are connected with the upper water pipes, and the water stop clamps are connected at the inlets and the outlets of the water pipes.

As shown in fig. 4-5, which are schematic cross-sectional views of the horizontal osmosis module and the apparatus after the apparatus is assembled.

It can be seen from the figure that, in the horizontal penetration assembly in the device, the expansion piece 10 has the capability of adjusting the lifting of the threaded rod 10.1, the two symmetrical semicircular open rings 3 are fixed under the action of horizontal force applied by the expansion piece 10 to form a horizontal penetration structure that a channel at one end of the water inlet/outlet 7 flows into the lateral water seepage plate 15 and the sample 24 and seeps out from the lateral water seepage plate 15 and the water inlet/outlet 7 at the other end, and the horizontal penetration coefficient of the sample 24 is measured by the structure.

As can be seen from the figure, the vertical infiltration component in the device is mainly fixed by screwing the internal thread at one end of the retaining ring 6 and the external thread at the bottom of the container 4, and the upper sealing ring 11 and the lower sealing ring 14 are used for preventing water from leaking along the upper side of the retaining ring 6 or the lower end of the retaining ring 6 during the vertical infiltration test.

The device can complete three tests of joint determination of sample consolidation, vertical penetration and horizontal penetration performance by external loading.

As shown in fig. 6, three measurement tests of sample consolidation, vertical infiltration and horizontal infiltration are completed in this example, which are respectively:

(1) consolidation test: vertically placing a sample 24 into a container sample chamber 16, sequentially placing a water permeable plate 12, a pressurizing cover plate 2 and a steel ball 1 on the sample 24, placing a container 4 on a platform, applying a set load value on the steel ball 1, and periodically measuring the settling volume of the sample 24 until a consolidation test is finished.

Specifically, an external force P is applied perpendicularly to the steel ball 1, pressure is transmitted to the pressure cover plate 2, the upper permeable plate 12, and the sample 24, the sample is compressively deformed (the test height h becomes small) according to the value of the external force P, for example, when P is 25 or 50 … … 3200kPa, and the relational expression between the void ratio of the soil and the external force P is calculated from the value of the pressure P, the duration value t (usually 1h), and the deformation amount Δ h. The high compression deformation data of the sample is acquired by a computer through a sensor.

(2) Vertical penetration test: and closing the water stop clamp for communicating the water inlet and the water outlet of the semicircular split ring 3 with the water pipe, and cutting off the horizontal water flow. The water inlet channel on the container 4 is communicated with a water head device, the water outlet hole on the pressurizing cover plate 2, the water outlet pipeline and the water storage device are communicated, the water stop clamp is opened, water flows into the lower end of the sample, the water permeates upwards from the pores of the soil body of the sample 24 and overflows from the water outlet, and the vertical permeability coefficient is measured.

Specifically, the passage for the horizontal water to flow into the sample 24 is first closed, and then the passage for the vertical water to flow into the sample 24 is opened. The procedure is as follows, the water stop clamp of the water pipe passage in the direction B → B' is in a closed state, and the horizontal passage leading to the sample 24 in the water pipe is closed. And opening a vertical water flow passage A → A ', communicating the water inlet channel 32 with an external water head device, so that water flows into the water inlet hole 25, the lower permeable plate 13 and the sample 24 from the upper permeable plate 12 and the water outlet A' on the pressurizing cover plate 2 from the water inlet and outlet pipeline 32 to overflow, and calculating to obtain a vertical permeability coefficient according to the measured water head gradient (delta H/l, wherein l refers to the distance of the water flowing through the inside of the sample), the starting time (delta t) and the constant value.

(3) Horizontal penetration test: and closing a water stop clamp which flows through the sample water inlet and outlet channel in the vertical direction. Two symmetrical water inlet and outlet holes are arranged on the semicircular split ring 3, one is set as a water inlet hole B, the other is set as a water outlet hole B', the water inlet is communicated with a water head device through a pipeline, the water outlet is communicated with a water storage device, and a water stop clamp is arranged on the water inlet and outlet holes to ensure that the water can keep flowing horizontally; and water flows into the side surface of the sample from the left side/the right side, seeps out from the right side/the left side in the soil body pores of the sample 24, and the horizontal permeability coefficient is obtained according to the measured parameters.

Specifically, the passage of the vertical water inflow sample 24 is first closed, and then the horizontal water flow passage is opened. The water stopping clamp of the water pipe passage in the direction of A → A 'is in a closed state, and water flows through the water inlet channel 32 and the water stopping clamp of the water outlet A' to be closed. The horizontal water flow is in the passage, two symmetrical water inlets and outlets 7 are arranged on the semicircular split ring 3, one is arranged as a water inlet B, the other is arranged as a water outlet B ', the water inlet is communicated with an external water head device, the water outlet is communicated with a water storage device, the water inlet and outlet B and a water stop clamp on an external pipeline are opened, water permeates into a sample (B is a water inlet and B ' is a water outlet in the figure) from the left side/the right side and overflows after permeating from the right side/the left side water outlet B ', and the horizontal permeability coefficient is obtained according to the measured water head gradient and the initial time.

Based on the steps, according to the set loading grade, executing: (1) the consolidation test → (2) vertical permeability coefficient → (3) horizontal permeability coefficient, and after the application of load, the steps (1), (2) and (3) are carried out until the end of the combined determination test within the load grade range. In this embodiment, after (1) the consolidation test, (3) the horizontal permeability coefficient is performed, and then (2) the vertical permeability coefficient is performed, which is optional, but the invention is not limited thereto.

Furthermore, the closing/opening of the water passage means that the water stop clamp is shifted to close/open the water passage; the permeation path of the sample flowing horizontally through the soil pores is denoted by B → B ', and the permeation path of the sample flowing vertically through the soil pores is denoted by A → A'.

Further, the consolidation test involves setting the P value grade and the duration t according to the specification/standard requirements; the penetration test relates to the diameter and height of a sample, test water, height setting of a variable water head pipe (a water pipe connected with an A, B interface in fig. 6), the inner diameter of the variable water head pipe, the water permeability coefficient requirement of a water permeable plate and a calculation method, and can be executed according to national standards or industry standards/specifications.

According to the scheme, the consolidation test and the penetration test are integrated effectively, consolidation test parameters and related indexes of soil can be obtained for the same sample based on the same sample chamber, and two-dimensional penetration coefficients of the soil in the horizontal direction and the vertical direction under the corresponding state are obtained synchronously, so that the dispersibility of the existing consolidation test and penetration test instruments is overcome, and the accuracy of the test parameters is improved.

The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.

Claims (9)

1. The loading type soil consolidation and two-dimensional penetration combined measuring device is characterized by comprising a soil compression component, a vertical penetration testing component and a horizontal penetration testing component;

the soil body compression assembly forms a consolidation test container so as to determine the corresponding relation between the sample and the height change of the sample when the upper part of the consolidation test container sample chamber is pressurized, and the compression type parameters of the soil are calculated according to the pressurization value and the compression deformation of the sample;

the vertical penetration testing component is matched with the soil body compression component, shares a sample chamber of the consolidation test container and the same sample, and forms a seepage passage which vertically flows through the sample in the sample chamber so as to determine the vertical penetration coefficient of water flowing through the pores of the sample from bottom to top;

the horizontal penetration testing component is matched with the soil body compression component, shares a sample chamber of the consolidation test container and the same sample, and forms a seepage passage which horizontally flows through the sample in the sample chamber so as to measure the permeability coefficient of water which horizontally flows through the pores of the sample.

2. The apparatus of claim 1, wherein the soil compression assembly comprises: the sample container comprises a pressurizing cover plate, a retaining ring and a container, wherein the retaining ring is arranged on a base of the container, and a sample chamber is formed in the retaining ring; the pressurizing cover plate is movably arranged in the retaining ring and can apply pressure to the sample in the sample chamber under the action of external force, so that the sample is deformed and solidified after being pressurized.

3. The apparatus of claim 2, wherein the vertical penetration testing assembly is disposed based on the soil compression assembly and comprises a first water inlet opening in the base of the container, a first water outlet opening in the pressure cover plate, and an upper water permeable plate and a lower water permeable plate disposed in the retaining ring, wherein the first water inlet opening is communicated with the sample chamber in the retaining ring, and the upper water permeable plate and the lower water permeable plate are respectively disposed at the upper end and the lower end of the sample and cooperate with the first water inlet opening and the first water outlet opening to form a penetration channel vertically flowing through the sample.

4. The loaded soil mass consolidation and two-dimensional penetration combined measuring device according to claim 3, wherein the vertical penetration testing assembly further comprises a first control assembly disposed corresponding to the first water inlet and the first water outlet to control the conduction state of the first water inlet and the first water outlet.

5. The loaded soil mass consolidation and two-dimensional penetration combined measuring device according to claim 2, wherein the horizontal penetration testing component is arranged based on the soil mass compression component and comprises through holes symmetrically formed in the retaining ring, two lateral permeable plates, two semicircular split rings and a telescopic device, the two lateral permeable plates are respectively arranged in the through holes in the retaining ring, the two semicircular split rings are respectively provided with water through holes on the inner side surfaces thereof, the two semicircular split rings are respectively arranged on the outer sides of the lateral permeable plates and the retaining ring, the water through holes on the inner side surfaces thereof respectively correspond to the lateral permeable plates, and the telescopic device can respectively press and abut the two semicircular split rings on the outer side of the retaining ring; the two lateral permeable plates are respectively matched with the limber holes on the two semicircular split rings to form a seepage channel which horizontally flows through the sample.

6. The loaded soil mass consolidation and two-dimensional penetration combined measuring device according to claim 5, wherein a sealing member is arranged between the semicircular open ring and the retaining ring, and a sealing matching structure is formed between the water through holes on the semicircular open ring and the lateral water permeable plate on the retaining ring.

7. The loaded soil mass consolidation and two-dimensional penetration combined measuring device according to claim 5, wherein the horizontal penetration testing component further comprises a second control component arranged corresponding to the water through holes on the two semicircular open rings so as to control the conduction state of the water through holes on the two semicircular open rings.

8. The loading type soil consolidation and two-dimensional penetration combined determination method is characterized by comprising the following steps:

constructing a sample chamber to finish a consolidation test of a sample;

constructing a seepage channel which vertically flows through the sample in the same sample chamber, and carrying out a vertical seepage test on the same sample;

and a seepage channel which flows through the sample horizontally is constructed in the same sample chamber, and a horizontal seepage test is carried out on the same sample.

9. The method for jointly measuring the consolidation and the two-dimensional penetration of the loaded soil mass according to claim 8, wherein when a vertical penetration test is performed in the measuring method, a seepage passage which vertically flows through the sample is conducted, and a seepage passage which horizontally flows through the sample is closed; when the horizontal penetration test is carried out, the seepage passage which vertically flows through the sample is closed, and the seepage passage which horizontally flows through the sample is communicated.

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