A device and method for measuring the consolidation properties of subgrade soil

Abstract

The application discloses the technical field of soil stress measurement and relates to a subgrade soil consolidation performance measuring device and a measuring method, and aims to solve the problem that different test parameters cannot be used to explore the influence on soil consolidation performance in the prior art. The device comprises a test box for containing a test soil sample, a drainage plate is arranged in the test box, a plurality of openings are arranged at the bottom of the test box, a plug is arranged at each opening position to close the opening, a plurality of stress discs are arranged at different height layers of the soil sample above each opening in the test box, and the stress disc comprises a first stress disc and a second stress disc arranged alternately. The application is used for providing a more stable environment to measure the consolidation degree of soil in a period, directly and conveniently measuring the bearing stress of soil at different height layers, and exploring the best application parameters of soil consolidation and popularizing the application to construction operation.

Description

TECHNICAL FIELD

[0001] The present application relates to a kind of roadbed soil consolidation performance determination device and determination method, belong to soil stress determination technical field. BACKGROUND

[0002] Soft ground is a common type of ground, mainly refers to the high compressibility soil layer such as silt, silt soil, fill soil, miscellaneous fill soil, etc. The consolidation of soft ground on the construction site is to make the ground harden by natural or artificial action so as to have the behavior of building or construction condition, which is widely used in artificial land, solidified road foundation and other fields. At present, there are many ways to artificially intervene the consolidation of soft ground, such as combined drainage board and dynamic compaction to accelerate the removal of water in soil, thereby quickly reducing the soil moisture content to achieve rapid consolidation. The arrangement density, connection mode, structure of drainage board and compaction cycle and other parameters will have different effects on the soil consolidation period. If different test conditions are directly applied to the construction site, firstly, due to the large area of construction foundation, the settlement of large-scale foundation makes it difficult to detect the absolute height change of test site, and it is also not convenient to detect the moisture content of deep soil, so it is difficult to judge the degree of soil consolidation, which not only affects the construction progress, but also makes it difficult to explore the best construction parameters applied in the construction site. SUMMARY

[0003] The present application aims to overcome the deficiencies in the prior art, and provides a kind of roadbed soil consolidation performance determination device and determination method, for providing more stable environment to determine the degree of consolidation in soil cycle, which can directly and conveniently measure the bearing stress of soil at different height layers, and is beneficial to explore the best application parameters of soil consolidation and promote them to construction operation.

[0004] To achieve the above object, the present application is realized by using the following technical scheme:

[0005] In one aspect, the application provides a kind of roadbed soil consolidation performance measuring device, including the test box for containing test soil sample, drainage plate is inserted in the soil sample in the test box, the bottom of the test box is equipped with multiple openings, each opening position is equipped with plug for closing opening, multiple force discs at different height layers of soil sample are arranged in the test box and above each opening, the force disc includes first force disc and second force disc, the first force disc includes first disc and first sleeve pipe arranged in the middle of first disc, the first sleeve pipe is equipped with first force block in the inside, the second force disc includes second disc and second sleeve pipe arranged in the middle of second disc, the second sleeve pipe is equipped with second force block in the inside, the first sleeve pipe and second sleeve pipe are slidingly inserted, the top of the test box is equipped with mounting plate and double-shaft moving module for driving mounting plate to move in plane, lifting drive assembly is installed on the mounting plate, the output end of the lifting drive assembly is rotatably installed with abutment rod, hollow motor capable of driving abutment rod to rotate is also arranged on the mounting plate, the bottom end of the abutment rod is equipped with abutment head capable of contacting or avoiding two force blocks, pressure sensor is installed at the connection position of the abutment rod and abutment head.

[0006] Specifically, the first force block and the second force block are not less than two block bodies arranged in circumferential array, the middle part of the plurality of block bodies forms an opening for the abutment rod and the abutment head to penetrate, and the abutment head is installed with a pressing block capable of avoiding the first force block and the second force block by rotating.

[0007] Specifically, the first sleeve pipe is equipped with first T-shaped groove and first slide rod on the upper and lower sides of the first disc, the first slide rod is slidingly inserted in the slide hole of the first sleeve pipe, the second sleeve pipe is slidingly sleeved on the outside of the first sleeve pipe, the first slide rod is slidingly arranged in the second T-shaped groove, the second slide rod is slidingly arranged in the first T-shaped groove, and the abutment head is installed with a deflection block for driving the first force block and the second force block to deflect.

[0008] Specifically, the first sleeve pipe is equipped with first T-shaped groove and first slide rod on the upper and lower sides of the first disc, the first slide rod is slidingly inserted in the slide hole of the first sleeve pipe, the second sleeve pipe is slidingly sleeved on the outside of the first sleeve pipe, the first slide rod is slidingly arranged in the second T-shaped groove, the second slide rod is slidingly arranged in the first T-shaped groove, and the abutment head is installed with a deflection block for driving the first force block and the second force block to deflect.

[0009] Specifically, the first disc is equipped with first flange extending to the upper and lower sides of the first disc, and the second disc is equipped with second flange extending to the upper and lower sides of the second disc.

[0010] Specific, the test box side is equipped with connecting frame and is used for driving the horizontal movement module of connecting frame translation, the connecting frame is equipped with the extension rod which slides, the connecting frame is also installed drive module which is used for driving the extension rod movement, the end of extension rod and connecting frame is equipped with pulley, the movable end of horizontal movement module is also equipped with winding assembly, the rope on winding assembly is connected through pulley heavy hammer.

[0011] Specific, the test box below is equipped with the weighing disc, the weighing disc top surface and the test box bottom opening position distance is at least greater than the interval between adjacent first disc and second disc, the side of test box side is set as opening, the opening position is installed sealing plate.

[0012] Specific, it further includes the scraper assembly, the scraper assembly is used for scraping the soil on the surface of weighing disc and the forced disc.

[0013] In another aspect, the present application provides a kind of soil consolidation performance determination method, using the soil consolidation performance determination device of any one of above, the method includes the following steps:

[0014] The first forced disc and the second forced disc are arranged staggered above the opening position of test box, while pouring experimental soil sample in the test box;

[0015] According to test parameters, insert drainage plate in soil sample and connect corresponding negative pressure water pumping system, keep negative pressure water pumping system work and periodically tamp test soil sample in test box;

[0016] With three to five weeks as a period, periodically empty all forced discs above one opening, the empty disc method includes: remove the plug at the opening position, utilize abutment head rotation avoidance, selectively and corresponding height forced block contact, from the lowermost forced disc of test box, push out the soil from the opening position from bottom to top with each forced disc and its lower layer soil, measure the maximum pressure of each forced disc when pushing out during the process;

[0017] Until soil consolidation is completed, retain stress data of different layer positions of soil in corresponding period under each parameter.

[0018] Specific, after emptying all soil above one opening, insert filling sleeve through the upper and lower sides of soil sample to maintain the basic structure of soil sample and keep the sealing property of soil.

[0019] Compared with prior art, the beneficial effects achieved by the present application are:

[0020] The present application is characterized in that a plurality of stress discs distributed in the vertical direction are arranged above the opening at the bottom of the test box, and in different test periods, stress is applied to the stress discs from bottom to top starting from the bottom to enable the stress discs to drive the soil of the corresponding height layer to be separated from the opening at the bottom of the test box, during which the maximum stress suffered by the soil of the corresponding height layer is measured, so that the change of the consolidation stress of each height layer of soil under different parameters and different periods is conveniently judged, stress data are intuitively and effectively obtained as test result references, which is helpful for intuitively judging the consolidation performance of the soil, so that the most suitable construction parameter of soil consolidation is conveniently explored to be applied in the on-site construction operation. BRIEF DESCRIPTION OF DRAWINGS

[0021] Figure 1 is a whole structure schematic diagram of a measuring device provided by the embodiment of the present application;

[0022] Figure 2 is a structure schematic diagram of a first stress disc provided by the embodiment of the present application; Figure 1 is an enlarged view of structure A of the measuring device provided by the embodiment of the present application;

[0023] Figure 3 is an internal layout structure schematic diagram of a measuring device provided by the embodiment of the present application;

[0024] Figure 4 is a side view of a measuring device provided by the embodiment of the present application;

[0025] Figure 5 is a B-B direction sectional view of a measuring device provided by the embodiment of the present application; Figure 4

[0026] is a C structure enlarged view of a measuring device provided by the embodiment of the present application; Figure 6 Figure 5 is a structure schematic diagram of a first stress disc provided by the embodiment of the present application;

[0027] Figure 7 is a partial sectional view of a first stress disc provided by the embodiment of the present application;

[0028] Figure 8 is a structure schematic diagram of a second stress disc provided by the embodiment of the present application;

[0029] Figure 9 is a partial sectional view of a second stress disc provided by the embodiment of the present application;

[0030] Figure 10

[0031] ​​1, test box; 2, mounting plate; 3, lifting driving assembly; 4, abutting rod; 5, abutting head; 6, pressure sensor; 7, plug block; 8, first stress disc; 801, first disc; 802, first sleeve; 803, first T-shaped groove; 804, first sliding rod; 805, first flange; 806, first stress block; 9, second stress disc; 901, second disc; 902, second sleeve; 903, second T-shaped groove; 904, second stress block; 905, guide sleeve; 906, second sliding rod; 907, second flange; 10, deflection block; 11, pressing block; 12, drainage plate; 13, filling sleeve; 14, sealing plate; 15, connecting frame; 16, transverse moving module; 17, heavy hammer; 18, extension rod; 19, driving module; 20, pulley; 21, double-shaft moving module; 22, weighing disc. DETAILED DESCRIPTION

[0032] The application will be further described below with reference to the drawings. The following examples are only used to more clearly illustrate the technical solutions of the application, and cannot be used to limit the protection scope of the application.

[0033] In the description of the present application, it should be understood that the terms "center", "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the devices or elements indicated must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application. In addition, the terms "first", "second" and the like are only for descriptive purposes and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features defined with "first", "second" and the like can explicitly or implicitly include one or more of the features. In the description of the present application, unless otherwise specified, the meaning of "a plurality of" is two or more.

[0034] In the description of the present application, it should be noted that unless otherwise explicitly specified and limited, the terms "mounting", "connection" and "connection" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or integrally connected; it can be mechanically connected, or it can be electrically connected; it can be directly connected, or it can be indirectly connected through an intermediate medium; it can be the communication inside two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood through specific circumstances. Example one

[0035] The embodiment of the application provides a kind of roadbed soil consolidation performance measuring device and measuring method, for providing more stable environment measuring the consolidation degree in soil cycle, can directly and conveniently measure the bearing stress of different height layer soil, it is beneficial to explore the best application parameter of soil consolidation and promote it to field construction operation, to realize the structure function of device, measure the stress of different layer height soil, here configuration device includes the test box 1 for containing test soil sample, and according to the preset parameter requirement, drainage plate 12 is inserted in the soil sample in test box 1, the structure distribution of drainage plate 12 can refer to Figure 3 The multiple drainage plates 12 should be connected to the main negative pressure pipeline, to ensure that the drainage plate 12 can realize water absorption, for simulating the construction site operation environment, to conveniently test the stress parameters of soil structure, multiple openings are provided at the bottom of the test box 1, and a plug 7 is provided at each opening position to close the opening, the plug 7 can be assembled and arranged at the bottom of the test box 1 by inserting shaft, in normal state, the plug 7 closes the opening at the bottom of the test box 1, to form a stable container for containing soil sample, at the same time, multiple stress discs at different height layers of soil sample are arranged above each opening in the test box 1, and the stress disc is arranged to include first stress disc 8 and second stress disc 9 arranged alternately, by arranging two different specifications of stress discs, they can be arranged alternately in the soil sample, to avoid the mutual contact of stress discs caused by settlement during soil consolidation, so as to inhibit the normal settlement of soil, specifically, refer to Figures 5-10 The first stress disc 8 includes a first disc 801 and a first sleeve 802 penetrating the first disc 801 arranged at the middle part of the first disc 801, the first sleeve 802 is provided with a first stress block 806 in the inside, the second stress disc 9 adopts similar structure with the first disc, including a second disc 901 and a second sleeve 902 penetrating the second disc 901 arranged at the middle part of the second disc 901, the second sleeve 902 is provided with a second stress block 904 in the inside, the specification difference of the first stress disc 8 and the second stress disc 9 is only reflected at the position of the middle hollow sleeve, so that the first sleeve 802 and the second sleeve 902 can be slidingly connected, and can be arranged according to Figure 5arranged in staggered manner, when the stress of the corresponding layer height of the soil needs to be measured, the plug at the corresponding bottom opening position can be opened, the stress of each stress disc can be applied, the soil under the corresponding stress disc can be discharged from the opening position, the structure of the soil can be destroyed by applying stress, the maximum bearing pressure of the corresponding height layer can be measured, the bearing stress of the corresponding layer of soil can be judged to judge the consolidation process of the soil, more effective data can be provided as a test reference, and since the sleeve structure is adopted, the drainage settlement of the soil during the consolidation process, and the stress discs of different layers also follow the settlement of the soil, and no obstacle is formed to the settlement. In order to realize the pressure applying action of the stress discs of different layers, a mounting plate 2 is arranged above the test box 1, and a double-shaft moving module 21 for driving the mounting plate 2 to move in the plane is arranged, which can be referred to as Figure 1 and Figure 2 As shown in the figures, a lifting driving assembly 3 is arranged on the mounting plate 2, a abutting rod 4 is rotatably arranged at the output end of the lifting driving assembly 3, and a hollow motor for driving the abutting rod 4 to rotate is arranged on the mounting plate 2, so that the abutting rod 4 can move in a space range and rotate at the same time. At this time, the bottom end of the abutting rod 4 is provided with an abutting head 5 which can contact or avoid the two stress blocks. When the stress disc is pressed downward, in order to accurately obtain the bearing stress of the soil of each layer height, it is necessary to press the stress disc from the bottom one by one from bottom to top. Each stress disc under pressure drives the soil structure under it to be discharged from the opening position at the bottom of the test box 1, so as to obtain accurate stress data of the soil of different height layers. The abutting head 5 at this position can avoid the stress block structure above by rotating until it moves to the position of the stress block structure at the bottom of the stress disc, and then abuts against the stress disc at the bottom, so that the stress disc at the bottom drives the soil structure below to be destroyed, so as to be discharged from the opening position at the bottom of the test box 1. In order to measure the maximum pressure in the pressing process, a pressure sensor 6 is arranged at the connection position of the abutting rod 4 and the abutting head 5, so that the maximum pressure suffered by the soil structure during the destruction process can be obtained, and the bearing stress of the soil of the corresponding layer height can be obtained, so that the consolidation data of the soil of each height layer can be conveniently obtained, so as to be used as an effective reference for adjusting the test parameters of the construction site. In this way, since the test soil is arranged in the corresponding box, compared with the settlement of the large-scale test base of the construction site, it is more helpful to directly observe the settlement data of the soil sample. In some optional embodiments, the direct settlement amount of the different height positions can also be judged by measuring the position of the abutting head 5 combined with the stress block. At this time, the lifting driving assembly 3 can be configured as a hydraulic driving module cooperating with accurate measurement of displacement, or a servo motor cooperating with an encoder for accurate driving. The driving part connection structure belongs to the prior art, which will not be limited here.

[0036] The embodiment of the present application provides a kind of roadbed soil consolidation performance measuring device and measuring method, to be able to let force block in the implementation of avoidance while ensuring the accuracy of abutment head 5 press, refer to Figure 8 And Figure 10 As shown, first force block 806 and second force block 904 can be configured as no less than two block bodies distributed in circumferential array, and the middle part of multiple block bodies forms an opening for abutment rod 4 and abutment head 5 to penetrate, so as to avoid different height layers of disc under non-pressing demand, as shown in Figure 2 At this time, abutment head 5 is installed with pressing block 11 capable of avoiding first force block 806 and second force block 904 by rotating, and pressing block 11 is preferably double-end or multi-end structure, so as to be suitable for simultaneously pressing multiple force blocks, to ensure the stability of pressing, and avoid the deviation of pressing gravity center.

[0037] The embodiment of the present application provides a kind of roadbed soil consolidation performance measuring device and measuring method, to facilitate the arrangement or pre-installation of two different specifications of force disc, and then cover soil sample, here first sleeve 802 can be provided with first T-shaped groove 803 and first sliding rod 804 on the upper and lower sides of first disc 801, as shown in Figures 7-10As shown, the first sliding rod 804 is slidingly inserted into the sliding hole of the first sleeve 802, the second sleeve 902 is provided with a second T-shaped groove 903 and a second sliding rod 906 on the upper and lower sides of the second disc 901, the second sleeve 902 is slidingly arranged outside the first sleeve 802, and the first sliding rod 804 is slidingly arranged in the second T-shaped groove 903, and the second sliding rod 906 is slidingly arranged in the first T-shaped groove 803. Through the design of this structure, when the preloaded stress disc is arranged, the corresponding sliding rod can be directly slidingly arranged in the corresponding T-shaped groove, and the horizontal notch of the T-shaped groove is used for abutting and positioning, so that the different stress discs can be accurately arranged at the corresponding height position. Preferably, when arranged, the stress disc at the bottom is preferably matched with the opening at the bottom of the test box 1 to avoid the deviation of the overall straightness from affecting the subsequent force on the soil layer structure. The stress disc preloaded in this way will not freely settle during soil settlement, that is, it will affect the free settlement process of the soil. In order to enable it to normally follow the soil settlement, a deflection block 10 for driving the first stress block 806 and the second stress block 904 to deflect is installed on the abutting head 5. The deflection block 10 acts on the side of the different stress blocks, and is used for driving the disc of the corresponding layer to rotate, so that the corresponding sliding rod can move from the horizontal notch position of the T-shaped groove to the vertical notch position, so that the two adjacent stress discs can normally slide in the vertical direction, thereby accurately following the soil settlement process. The corner position of the T-shaped notch should be provided with a chamfer structure with a suitable interval to avoid the small change of the soil structure from causing the sliding rod to be still clamped in the corresponding horizontal notch position. In the above embodiment, the inner diameter of the pipe opening of the second sleeve 902 matches the outer diameter of the first sleeve 802, and a guide sleeve 905 can be arranged on the outer surface of the second sleeve 902 to realize the sliding assembly of the second sliding rod 906. It should be noted that, as Figure 7 and Figure 9 The structure shown in the figure should be in an inverted state during assembly, and the T-shaped notch penetrates the bottom end of the corresponding pipe opening, so that the stress disc at the bottom can be naturally separated from the previous stress disc after driving the soil out, avoiding the connection between the stress discs from causing the overall stress disc structure to be subjected to downward stress.

[0038] The embodiment of the present application provides a kind of roadbed soil consolidation performance measuring device and measuring method, to avoid when force disc is forced, the soil area actually affected by pressure is larger due to the connection structure of soil, here can be provided with the first flanging 805 extending to the upper and lower sides of the first disc 801 on the outside of the first disc 801, and the second flanging 907 extending to the upper and lower sides of the second disc 901 is arranged on the outside of the second disc 901, by this flanging design, the block structure of soil can be limited when pressure is applied, it should be noted that although the length of the flanging located below is longer, it is easier to generate gap at the dead angle position when filling soil sample, and to a certain extent, the consolidation capacity of soil in the area range will be affected (because the negative pressure of the dead angle area can cause soil to rise), therefore, the length of the flanging located below is preferably controlled at 20-35 cm.

[0039] The embodiment of the present application provides a kind of roadbed soil consolidation performance measuring device and measuring method, in the test cycle, the soil layer will appear larger cavity after the force disc above different openings is completely discharged from the opening, which will affect the surrounding soil collapse, and easily make the lower soil lose the environment of vacuum pumping, for this, the device is also provided with a filling sleeve 13, the filling sleeve 13 is used to fill the soil left empty after one of all force discs in the vertical direction is discharged, and the burying mode can refer to the mode shown in the figure, to replace the position of the soil above the forward force disc, in order to guarantee the compactness of soil after filling, the outer diameter of the filling sleeve 13 is not less than the outer diameter of the force disc, and the force flanging is arranged on the upper surface of the filling sleeve 13, so as to manually stamp or machine stamp the filling sleeve 13 into the inside of the cavity. Figure 3

[0040] The embodiment of the present application provides a kind of roadbed soil consolidation performance measuring device and measuring method, in the soil consolidation environment, in order to simulate ramming operation in construction environment, the connecting frame 15 and the horizontal movement module 16 for driving the connecting frame 15 to move are arranged on one side of the test box 1, the extension rod 18 is slidably arranged on the connecting frame 15, the driving module 19 for driving the extension rod 18 to move is installed on the connecting frame 15, the pulley 20 is arranged on the end of the extension rod 18 and the connecting frame 15, and the movable end of the horizontal movement module 16 is also provided with the winding assembly, the rope on the winding assembly is connected with the weight 17 through the pulley 20, as shown in the figure, the weight 17 is hung and guided by releasing the weight, to simulate the ramming operation of the consolidated soil in the construction site, and the sleeve can also be embedded into the soil layer with cavity structure in the form of ramming when the filling sleeve 13 is inserted. Figure 3

[0041] ​​The roadbed soil consolidation performance measuring device and measuring method provided by the embodiment of the present application can directly measure the weight difference of the soil before and after the soil is weighed by the weighing disc 22, and the weight of the lost water can be directly obtained, so that the relationship between the test parameters and the water loss amount can be directly judged. Since the bottom soil discharge structure will be affected after the weighing disc 22 is used, the distance between the top surface of the weighing disc 22 and the opening position of the bottom of the test box 1 should be greater than the distance between the adjacent first disc 801 and the second disc 901, so that the soil samples of different layers can be discharged layer by layer. The weight before and after the discharge should be strictly measured to avoid misjudgment of the subsequent water content. In order to empty the consolidated soil after the test is completed, the side of the test box 1 is provided with an opening, and the sealing plate 14 is installed at the opening position. When the soil needs to be emptied, the sealing plate 14 at the position is opened, and the soil can be directly discharged from the side, avoiding the complicated manual cleaning work.

[0042] The roadbed soil consolidation performance measuring device and measuring method provided by the embodiment of the present application can directly measure the weight difference of the soil before and after the soil is weighed by the weighing disc 22, and the weight of the lost water can be directly obtained, so that the relationship between the test parameters and the water loss amount can be directly judged. Since the bottom soil discharge structure will be affected after the weighing disc 22 is used, the distance between the top surface of the weighing disc 22 and the opening position of the bottom of the test box 1 should be greater than the distance between the adjacent first disc 801 and the second disc 901, so that the soil samples of different layers can be discharged layer by layer. The weight before and after the discharge should be strictly measured to avoid misjudgment of the subsequent water content. In order to empty the consolidated soil after the test is completed, the side of the test box 1 is provided with an opening, and the sealing plate 14 is installed at the opening position. When the soil needs to be emptied, the sealing plate 14 at the position is opened, and the soil can be directly discharged from the side, avoiding the complicated manual cleaning work. Embodiment two

[0043] The roadbed soil consolidation performance measuring device and measuring method provided by the embodiment of the present application can directly measure the weight difference of the soil before and after the soil is weighed by the weighing disc 22, and the weight of the lost water can be directly obtained, so that the relationship between the test parameters and the water loss amount can be directly judged. Since the bottom soil discharge structure will be affected after the weighing disc 22 is used, the distance between the top surface of the weighing disc 22 and the opening position of the bottom of the test box 1 should be greater than the distance between the adjacent first disc 801 and the second disc 901, so that the soil samples of different layers can be discharged layer by layer. The weight before and after the discharge should be strictly measured to avoid misjudgment of the subsequent water content. In order to empty the consolidated soil after the test is completed, the side of the test box 1 is provided with an opening, and the sealing plate 14 is installed at the opening position. When the soil needs to be emptied, the sealing plate 14 at the position is opened, and the soil can be directly discharged from the side, avoiding the complicated manual cleaning work.

[0044] The first stress disc 8 and the second stress disc 9 are arranged above the opening position of the test box 1 in a staggered manner, and the test soil sample is poured into the test box 1. When the T-shaped groove connecting structure in the embodiment one is used, the stress discs of different heights can be directly assembled first. After the stress discs are assembled, the test soil is filled in the stress discs. When the T-shaped groove connecting structure is not used, one layer of test soil should be filled after one layer of stress disc is placed, and the test soil is filled to the appropriate test height.

[0045] According to the set test parameters (such as temperature, wind, drainage plate structure, drainage plate connection mode, drainage plate configuration density, etc.), the drainage plate 12 is inserted into the soil sample and connected to the corresponding negative pressure water pumping system, the negative pressure water pumping system is kept working, and the test soil inside the test box 1 is periodically tamped (tamping strength, tamping period can also be used as a control parameter) to simulate the construction environment on site.

[0046] Periodically empty all the stress discs above one opening every three to five weeks, the empty disc method includes: removing the plug 7 at the opening position of the test box 1, rotating the abutment head 5 to avoid contact, selectively and corresponding height of the stress block is contacted, starting from the lowermost stress disc of the test box 1, each stress disc and the soil below it are pushed out from the opening position from bottom to top, and the maximum pressure of each stress disc is measured during the pushing out process.

[0047] Until the soil consolidation is completed, the stress data of the soil at different positions in the corresponding period under each parameter are reserved. In this way, the consolidation stress of the soil at different heights can be detected periodically within the soil consolidation period, so as to determine the optimal way of construction site construction, and it is helpful to explore the influence of various test parameters on the soil consolidation performance.

[0048] The soil consolidation performance measuring method provided by the embodiment of the application inserts the filling sleeve 13 through the upper and lower sides of the soil sample after emptying all the soil above one opening each time, maintains the basic structure of the soil sample and keeps the soil sealed, so as to ensure that the drainage plate 12 can normally pump water, and the soil structure will not collapse in subsequent tests.

[0049] In the above-mentioned manner, the test box 1 can be weighed periodically to determine the amount of water loss, and the test box 1 can be set as a transparent structure to facilitate direct observation of the soil settlement, so as to obtain more and accurate test data, and also facilitate the judgment of the correlation between test data (such as the relationship between soil settlement and water loss).

[0050] The above only describes the preferred embodiments of the application, and it should be noted that for ordinary skilled persons in the technical field, some improvements and modifications can be made without departing from the technical principles of the application, and these improvements and modifications should also be considered as the protection scope of the application.

Claims

1. A device for measuring the consolidation performance of roadbed soil, characterized in that, The test chamber (1) is used to hold test soil samples. A drainage board (12) is inserted into the soil sample inside the test chamber (1). The bottom of the test chamber (1) has multiple openings, and a plug (7) is provided at each opening to close the opening. Multiple force-bearing discs located at different heights of the soil sample are arranged inside the test chamber (1) and above each opening. The force-bearing discs include staggered first force-bearing discs (8) and second force-bearing discs (9). The first force-bearing disc (8) includes a first disc (801) and a first sleeve (802) located in the middle of the first disc (801) that penetrates the first disc (801). A first force-bearing block (806) is provided inside the first sleeve (802). The second force-bearing disc (9) includes a second disc (901) and a first force-bearing block (806) located in the middle of the second disc (901). 1) A second sleeve (902) through the second disc (901) in the middle, a second force block (904) is provided inside the second sleeve (902), the first sleeve (802) and the second sleeve (902) are slidably inserted and connected, an installation plate (2) and a dual-axis moving module (21) for driving the installation plate (2) to move in the plane are provided above the test chamber (1), a lifting drive assembly (3) is installed on the installation plate (2), an abutment rod (4) is rotatably installed at the output end of the lifting drive assembly (3), a hollow motor that can drive the abutment rod (4) to rotate is also provided on the installation plate (2), an abutment joint (5) that can contact or avoid the two force blocks is provided at the bottom end of the abutment rod (4), and a pressure sensor (6) is installed at the connection position of the abutment rod (4) and the abutment joint (5); The first force-bearing block (806) and the second force-bearing block (904) are both blocks arranged in a circular array of at least two. The middle of the multiple blocks forms an opening for the abutting rod (4) and the abutting head (5) to pass through. The abutting head (5) is equipped with a pressure block (11) that can avoid the first force-bearing block (806) and the second force-bearing block (904) by rotating. The first sleeve (802) is provided with a first T-groove (803) and a first slide rod (804) on the upper and lower sides of the first disk (801), respectively. The first slide rod (804) is slidably inserted into the sliding hole opened on the first sleeve (802). The second sleeve (902) is provided with a second T-groove (903) and a second slide rod (906) on the upper and lower sides of the second disk (901), respectively. The second sleeve (902) is slidably sleeved on the outside of the first sleeve (802). The first slide rod (804) is slidably disposed in the second T-groove (903). The second slide rod (906) is slidably disposed in the first T-groove (803). The abutment (5) is equipped with a deflection block (10) for driving the first force block (806) and the second force block (904) to deflect.

2. The device for measuring the consolidation performance of subgrade soil according to claim 1, characterized in that, The outer side of the first disk (801) is provided with a first flange (805) extending to the upper and lower sides of the first disk (801), and the outer side of the second disk (901) is provided with a second flange (907) extending to the upper and lower sides of the second disk (901).

3. The device for measuring the consolidation performance of subgrade soil according to claim 1, characterized in that, It also includes a filling sleeve (13), which is used to fill the empty soil after all the force-bearing discs in one of the vertical directions have come out. The outer diameter of the filling sleeve (13) is not less than the outer diameter of the force-bearing discs, and the upper surface of the filling sleeve (13) is provided with a force-bearing flange.

4. The device for measuring the consolidation performance of subgrade soil according to claim 3, characterized in that, The test chamber (1) is provided with a connecting frame (15) and a transverse module (16) for driving the connecting frame (15) to move. An extension rod (18) is slidably provided on the connecting frame (15). A drive module (19) for driving the extension rod (18) to move is also installed on the connecting frame (15). A pulley (20) is provided at the end of the extension rod (18) and on the connecting frame (15). A winding assembly is also provided at the movable end of the transverse module (16). The rope on the winding assembly is connected to the weight (17) through the pulley (20).

5. The device for measuring the consolidation performance of subgrade soil according to claim 1, characterized in that, The test chamber (1) is provided with a weighing pan (22) at the bottom. The distance between the top surface of the weighing pan (22) and the bottom opening of the test chamber (1) is at least greater than the distance between the adjacent first disc (801) and the second disc (901). One side of the test chamber (1) is set as an opening, and a sealing plate (14) is installed at the opening.

6. The device for measuring the consolidation performance of subgrade soil according to claim 5, characterized in that, It also includes a scraper assembly for scraping soil off the surface of the weighing pan (22) and the load-bearing disc.

7. A method for determining the soil consolidation performance, using the roadbed soil consolidation performance testing device according to any one of claims 1-6, characterized in that, The method includes the following steps: The first force plate (8) and the second force plate (9) are arranged alternately above the opening position of the test chamber (1), and the test soil sample is poured into the test chamber (1). According to the test parameters, insert drainage boards (12) into the soil sample and connect the corresponding negative pressure water suction system. Keep the negative pressure water suction system working and compact the test soil sample inside the test chamber (1) regularly. Every three to five weeks, all the pressure disks above one of the openings are emptied periodically. The method of emptying the disks includes: removing the plug (7) at the opening position, rotating the abutment (5) to avoid it, selectively contacting the pressure block at the corresponding height, starting from the bottom pressure disk of the test chamber (1), pushing each pressure disk and the soil below it out from the opening position from bottom to top, and measuring the maximum pressure of each pressure disk during the pushing process. Stress data at different soil layers within the corresponding period are retained until soil consolidation is complete, under each parameter.

8. The method for determining soil consolidation performance according to claim 7, characterized in that, After clearing all the soil above each opening, insert a filling sleeve (13) through the soil sample on both the top and bottom sides to maintain the basic structure of the soil sample and keep the soil sealed.

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