CN114441435A - Filler-free vibroflotation test device and method for simulating sandy soil in original stress state - Google Patents
Filler-free vibroflotation test device and method for simulating sandy soil in original stress state Download PDFInfo
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Abstract
The invention relates to a non-filler vibroflotation test device and a test method for simulating sandy soil in an original stress state, which comprises the following steps: s1, preparing a model sand sample in the model box by adopting a sand rain method, and controlling the initial density and the relative compactness of sand in the model sand sample by adjusting the doffing height; s2, applying vertical stress to the model sand sample to realize consolidation of the model sand sample so as to simulate the in-situ stress state of the sand; s3, after consolidation is completed, a vibroflotation load is applied to the molding sand sample by using a vibroflotation device, and the penetration speed, the upward pulling speed and the segmented vibration-remaining time of the vibroflotation device in the molding sand sample are adjusted to simulate the actual vibroflotation strengthening process; and S4, in the vibroflotation reinforcing process, monitoring the dynamic soil stress, the pore pressure and the acceleration physical quantity of the sandy soil foundation under the vibroflotation action in real time through a multi-channel dynamic signal test analysis system, the pore pressure sensor, the soil pressure sensor and the acceleration sensor of the array. The invention can simulate the vibroflotation test process of the sandy soil in the actual stress state.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering foundation treatment, in particular to a filler-free vibroflotation test device and a test method for simulating sand in an original stress state.
Background
The vibroflotation method is widely used for reinforcing soft foundation, and has the advantages of simple process, convenient construction, short construction period, economy, practicality, remarkable effect and the like, so that the vibroflotation method is widely applied to port engineering, hydraulic engineering, traffic engineering and building engineering.
The non-filler vibroflotation method is one of vibroflotation methods, and has become one of the most common reinforcement methods for sandy soil foundations at present due to the advantages of economy and practicability, no need of 'three materials' (steel bars, cement, sand) and the like. The non-filler vibroflotation method is characterized in that the self weight and horizontal vibration of a vibroflotation device are utilized to penetrate into a sand layer, the sand layer is liquefied by means of powerful repeated horizontal vibration of the vibroflotation device, sand particles are rearranged, pores are reduced, and the sand layer is densified by loosening. The prior research result shows that the non-filler vibroflotation reinforcing effect of the sandy soil depends on the properties (such as initial relative compactness and stress state) of the sandy soil, the performance (such as vibration force, vibration frequency and the like) of a vibroflotation device and the like.
In the sand vibroflotation process, the impact or vibration of the vibroflotation device on the foundation soil layer is a complex process of energy conversion, transmission and dissipation. In the prior art, researches on a sand reinforcing mechanism and influence factors thereof by a filler-free vibroflotation method are still not deep enough, partial scholars use an indoor model test to research, and partial scholars also research from the aspects of wave and energy propagation, dynamic liquefaction, circulating compaction or composite foundation and the like, wherein the indoor model test is an important means.
However, in the existing reported vibroflotation model test literature, a sand rain method is mainly adopted for a model test soil sample, the stress level of the soil sample is lower and far lower than the stress state of an actual sand foundation, and the relative compactness index of the sand sample after the model test reinforcement is lower, so that the actual situation on site cannot be effectively reflected.
Therefore, it is urgently needed to develop a model test device which can simulate the vibroflotation reinforcement process of sandy soil in an actual stress state, so as to determine the optimal vibroflotation control parameters and provide a reliable basis for reinforcement of the in-situ sandy soil.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is to overcome the problem that the existing vibroflotation model test in the prior art cannot meet the actual requirement, and provide a filler-free vibroflotation test device and a test method for simulating the sandy soil in the original stress state, which can be used for simulating the vibroflotation test process of the sandy soil in the actual stress state indoors and provide reliable technical support for researching the vibroflotation reinforcement effect and the reinforcement mechanism of the sandy soil foundation.
In order to solve the technical problem, the invention provides a non-filler vibroflotation test method for simulating sandy soil in an original stress state, which comprises the following steps:
s1, preparing a model sand sample in the model box by adopting a sand rain method, and controlling the initial density and the relative compactness of sand in the model sand sample by adjusting the doffing height;
s2, applying vertical stress to the model sand sample to realize consolidation of the model sand sample so as to simulate the in-situ stress state of the sand;
s3, after consolidation is completed, a vibroflotation load is applied to the molding sand sample by using a vibroflotation device, and the penetration speed, the upward pulling speed and the segmented vibration-remaining time of the vibroflotation device in the molding sand sample are adjusted to simulate the actual vibroflotation strengthening process;
and S4, in the vibroflotation reinforcing process, monitoring the dynamic soil stress, the pore pressure and the acceleration physical quantity of the sandy soil foundation under the vibroflotation action in real time through a multi-channel dynamic signal test analysis system, the pore pressure sensor, the soil pressure sensor and the acceleration sensor of the array.
In one embodiment of the present invention, the S1 includes the following steps:
s1-1, calibrating the relation between the sand density and the shakeout distance to obtain the relation between the shakeout height and the relative compactness of the sand;
s1-2, filling sand into the simulation box in multiple layers, and controlling the distance between a shakeout position and a shakeout surface according to the relation between the shakeout height and the relative compactness of the sand, so that the initial density of the sand is in a loose or dense state, and the corresponding compactness of the sand is Dr = 0.3-0.75;
and S1-3, after the preparation of the model sand sample is finished, injecting water from the bottom of the model sand sample in the model box until the water surface reaches the surface of the model sand sample, so that the model sand sample is slowly saturated.
In one embodiment of the present invention, in step S1, the sand used to prepare the model sand sample includes coarse sand, medium sand, fine sand, and silt sand.
In one embodiment of the present invention, in step S2, during the application of the vertical stress, the vertical deformation of the model sand sample is monitored so that the model sand sample receives the same stress state as the in-situ stress state.
In one embodiment of the invention, in step S2, the magnitude of the applied vertical stress is 10kPa to 400 kPa.
In an embodiment of the present invention, in step S3, the process of the vibroflotation device completing vibroflotation strengthening includes:
s3-1, controlling the vibroflot to penetrate into the bottom of a model box filled with the model sand sample at a constant speed, and keeping vibration at the bottom of the model box;
s3-2, controlling the vibroflotation device to be pulled up to the surface of the sand sample of the model from the bottom segment of the model box at a constant speed to finish primary vibroflotation; in the upward drawing process, vibration is kept after each subsection is pulled up, the length of each subsection is controlled to be 0.1-0.15 m, and the vibration keeping time is controlled to be 10-15 s;
s3-3, repeating the steps S3-1 and S3-2 at an interval of 24h after finishing one vibroflotation for the next vibroflotation.
In one embodiment of the invention, in step S3, the diameter of the vibroflot is 50mm or 75mm, the power is 2.2kW to 10kW, and the vibration frequency is 50Hz to 200 Hz.
In one embodiment of the invention, the pore pressure sensors are arranged on different height positions of the model box in layers, each layer is provided with a plurality of pore pressure sensors with different distances from the vibroflotation path of the vibroflotation device, and the pore pressure sensors monitor the hyperstatic pore pressure development and dissipation process in the vibroflotation test process in real time;
the soil pressure sensors are arranged at different height positions of the model box in layers, each layer is provided with a plurality of soil pressure sensors with different vibroflotation paths from the vibroflot, and the soil pressure sensors monitor the variation process of the soil moving pressure in the vibroflot process in real time;
the acceleration sensors are arranged on different height positions of the model box in layers, each layer is provided with a plurality of acceleration sensors with different vibration and impact paths from the vibration and impact device, and the acceleration sensors monitor the vibration characteristics of sandy soil in the vibration and impact process in real time.
In an embodiment of the invention, the method further comprises a step S5 of respectively carrying out static penetration test at positions with different distances from the vibroflotation path of the vibroflot 24 hours before vibroflot and 24 hours after vibroflot, wherein the static penetration test depth is from the surface of the sand sample of the model to the bottom of the model box, and then the vibroflot reinforcement effect of the sand in the original stress state is evaluated.
In order to solve the technical problem, the invention also provides a non-filler vibroflotation test device for simulating sandy soil in an original stress state, which is used for realizing a test method, and the test device comprises:
a model box;
the sand rain sample preparation system is used for preparing a model sand sample in the model box;
the vertical stress loading system is used for applying vertical consolidation stress to the model sand sample;
the vibroflot is used for applying vibroflot load to the molding sand sample;
the vibroflotation device coding controller is used for adjusting the penetration speed, the upward pulling speed and the sectional vibration retention time of the vibroflotation device in the model sand sample;
the saturated water tank is communicated with the bottom of the model box and is used for injecting water into the model box to realize slow saturation of the model sand sample;
the sensor and dynamic signal testing and analyzing system comprises an array of pore pressure sensors, soil pressure sensors and acceleration sensors, and the physical quantities of dynamic soil stress, pore pressure and acceleration of the sand foundation under the action of vibroflotation are monitored in real time by uploading signals acquired by the pore pressure sensors, the soil pressure sensors and the acceleration sensors to the dynamic signal testing and analyzing system.
Compared with the prior art, the technical scheme of the invention has the following advantages:
1. the method for simulating the non-filler vibroflotation test of the sandy soil in the original stress state adopts a sand rain method to prepare a model sand sample in a model box, controls the initial density and the relative compactness of the sandy soil in the model sand sample by adjusting the shakeout height, and applies vertical stress to the model sand sample to realize the consolidation of the model sand sample, and can be used for manufacturing the model sand sample consistent with the stress state and the saturation of a natural foundation through the treatment.
2. The method for simulating the non-filler vibroflotation test of the sandy soil in the original stress state can be used for simulating the uniform-speed sinking, vibration retention and uplift processes of the vibroflotation device of the sandy soil foundation by controlling the vibroflotation device, and can accurately adjust and control the penetration speed and the sectional vibration retention time of the vibroflotation device into the sandy soil foundation.
3. The invention relates to a non-filler vibroflotation test method for simulating sandy soil in an original stress state, which can realize real-time monitoring of multiple physical quantities in the process of vibroflotation of sandy soil by arranging hole pressure sensors, soil pressure sensors and acceleration sensors in an array in a model box to acquire in-situ implementation data and connecting a dynamic signal test analysis system.
4. The method for simulating the non-filler vibroflotation test of the sandy soil in the original stress state can apply different vertical stresses to the model sand sample in the test process, and masters the vibroflotation reinforcement mechanism of sandy soil foundations in different stress states by testing and analyzing parameters such as the pore pressure development dissipation rule, the dynamic soil pressure change rule, the acceleration peak value and the like of the sandy soil.
5. The method for simulating the non-filler vibroflotation test of the sandy soil in the original stress state has strong operability, the device for simulating the non-filler vibroflotation test of the sandy soil in the original stress state has strong repeatability and a plurality of controllable variables, can simulate the states of different in-situ sandy soils by controlling the variables according to the actual states, and can carry out a comparison test by adjusting a single variable.
Drawings
In order that the present disclosure may be more readily and clearly understood, reference is now made to the following detailed description of the embodiments of the present disclosure taken in conjunction with the accompanying drawings, in which
FIG. 1 is a flow chart of the steps of the method of the present invention for simulating a non-filler vibroflotation test of sandy soil in an original stress state;
FIG. 2 is a structural diagram of a test apparatus for sample preparation in a model box according to the present invention by a sand rain method;
FIG. 3 is a schematic diagram of the loading apparatus of the present invention for applying vertical stress to a pattern sand sample;
FIG. 4 is a diagram of a sand sample non-filler vibroflotation model test device.
The specification reference numbers indicate: 1. a model box; 2. a sanding bracket; 3. an electric hoist; 4. a wire rope; 5. a sand cylinder; 6. a sand nozzle; 7. a sanding guide device; 8. a sanding bracket guide wheel; 9. a water inlet valve; 10. a water outlet valve; 11. a cylinder; 12. a pressure regulating valve; 13. a reaction frame; 14. a dial indicator is digitally displayed; 15. a loading rod; 16. metal permeable stone; 17. an air compressor; 18. a model sand sample; 19. a vibroflotation device; 20. a vibroflotation device encoding controller; 21. a saturated water tank; 22. vibroflotation of the bracket; 23. a pulley; 24. a pore pressure sensor; 25. a soil pressure sensor; 26. an acceleration sensor; 27. a dynamic signal test analysis system; 28. and vibrating and punching a bracket guide wheel.
Detailed Description
The present invention is further described below in conjunction with the following figures and specific examples so that those skilled in the art may better understand the present invention and practice it, but the examples are not intended to limit the present invention.
Example 1
Referring to fig. 1, the method for simulating the non-filler vibroflotation test of the sand in the original stress state comprises the following steps:
s1, preparing a model sand sample 18 in the model box 1 by adopting a sand rain method, and controlling the initial density and the relative compactness of the sand in the model sand sample 18 by adjusting the doffing height;
in this embodiment, the specific process for preparing the model sand sample 18 is as follows:
firstly, the artificially prepared model sand sample 18 is required to be similar to the state of sand in an actual foundation, the density and the initial compactness of the sand in the model sand sample 18 are required to be controlled, through a plurality of experimental studies, the model sand sample 18 is respectively prepared by different shakeout modes, the model sand sample 18 prepared by shakeout of a sand rain method is found to be most similar to in-situ sand, in addition, shakeout variables including shakeout height, shakeout speed and shakeout angle in the sand rain method are controlled in an experiment, the influence of the shakeout height on the density and the initial compactness of the sand in the prepared model sand sample 18 is found to be the largest, in addition, the condition that the change of the shakeout height and the density and the initial compactness of the sand also present a certain corresponding relation is found, the higher the shakeout height is, the higher the density and the initial compactness of the sand are, after a plurality of experiments are carried out by adopting shakeout with different heights, measuring the density and the initial compactness of the sand in the model sand sample 18, and calibrating the relationship between the density and the initial compactness of the sand and the shakeout height so as to obtain the relationship between the shakeout height and the relative compactness of the sand;
then, controlling the distance between the shakeout position and the shakeout surface according to the relation between the obtained shakeout height and the relative compactness of the sand, so that the initial density of the sand is in a loose or dense state, the compactness Dr = 0.3-0.75 corresponding to the sand, specifically, in the process of shakeout in the mold box 1 through sand rain, filling sand samples into the mold box 1 in multiple layers, controlling the position of the shakeout to move continuously above the mold box 1, ensuring uniform shakeout in the mold box 1, determining the compactness of the sand to be obtained according to actual conditions, determining the value of the shakeout height according to the value of the compactness, in the process of shakeout, continuously adjusting the shakeout height upwards according to the speed of the shakeout, and ensuring that the position of the shakeout and the height of the mold sand sample 18 in the mold box 1 are always kept at a preset height value;
finally, the model sand sample 18 prepared by the sand rain method is actually a dry sand sample, and has a certain difference with the actual in-situ sand state, and in order to simulate the in-situ sand state as much as possible, after the model sand sample 18 is prepared, water is injected into the model box 1 from the bottom of the model sand sample 18 until the water surface reaches the surface of the model sand sample 18, so that the model sand sample 18 is slowly saturated.
Specifically, in the in-situ foundation, the states of the foundation sands at different positions are different, and in step S1, the sands used for preparing the model sand sample 18 include coarse sand, medium sand, fine sand, silt sand, and the like, which can be used for preparing the model sand sample 18 consistent with the stress state and saturation of the natural foundation.
S2, applying vertical stress to the model sand sample 18 to realize consolidation of the model sand sample 18 so as to simulate the in-situ stress state of sand;
specifically, the sand sample stress level of the model sand sample 18 prepared by the sand rain method is lower and far lower than the stress state of an actual sand foundation, and the relative compactness index of the sand sample after model test reinforcement is lower and cannot effectively reflect the actual situation on site, so that the vertical stress is applied to the model sand sample 18 before the vibroflotation load is applied, the vertical deformation of the model sand sample 18 is monitored in the vertical stress applying process, the stress state of the model sand sample 18 is judged according to the vertical deformation condition, and the stress state of the model sand sample 18 is the same as the in-situ stress state by controlling the magnitude of the applied vertical stress to be 10-400 kPa.
S3, after consolidation is completed, applying a vibroflotation load to the model sand sample 18 by using the vibroflotation device 19, and adjusting the penetration speed, the upward pulling speed and the segmented vibration remaining time of the vibroflotation device 19 in the model sand sample 18 so as to simulate the actual vibroflotation consolidation process;
in this embodiment, the specific process of applying the vibroflotation load by using the vibroflotation device 19 is as follows:
applying a vibration and impact load to the model sand sample 18 prepared by the steps in a mode of vibration and impact from bottom to top, firstly controlling the vibration and impact device 19 to uniformly penetrate into the bottom of the model box 1 filled with the model sand sample 18 from the position of the center above the model sand sample 18 at a constant speed, and keeping vibration at the bottom of the model box 1, wherein the specific penetration speed is as follows: 0.5-1.5 m/s, the specific vibration-remaining time is 30-60 s, and the penetration speed and the vibration-remaining time are adjusted according to the actual condition of the model sand sample 18;
after the bottom of the model sand sample 18 is subjected to residual vibration, controlling the vibroflot 19 to be pulled up to the surface of the model sand sample 18 from the bottom section of the model box 1 at a constant speed to complete primary vibroflot; in the process of pulling up, vibration is remained after each subsection pulling up, and specifically, the pulling up speed is as follows: 0.5-1.5 m/s, sectional drawing-up length of 0.1-0.15 m, and vibration retention time of 10-15 s, wherein the drawing-up speed, the drawing-up length and the vibration retention time are adjusted according to the actual condition of the model sand sample 18;
and after one vibroflotation is finished, repeating the steps S3-1 and S3-2 at an interval of 24 hours to perform the next vibroflotation, wherein the repeated vibroflotation times can be selected from 5 to 10 times according to the actual test requirements, and the repeated vibroflotation times are used for researching the reinforcement effect of different vibroflotation times on the sand foundation.
Specifically, in order to meet the requirement of vibroflotation, in step S3, the diameter of the vibroflotation device 19 is selected to be 50mm or 75mm, the power is 2.2kW to 10kW, and the vibration frequency is 50Hz to 200Hz, and the vibroflotation device 19 adopts a vibroflotation device as a vibroflotation excitation source, and eccentric force and vibration are generated by the high-speed rotation of an eccentric rotor and are transmitted to the surrounding sandy soil through a shell.
S4, in the vibroflotation reinforcing process, monitoring the dynamic soil stress, the pore pressure and the acceleration physical quantity of the sandy soil foundation under the vibroflotation action in real time through the multi-channel dynamic signal testing and analyzing system 27, the pore pressure sensor 24, the soil pressure sensor 25 and the acceleration sensor 26;
specifically, the pore pressure sensors 24 are arranged at different height positions of the model box 1 in layers, each layer is provided with a plurality of pore pressure sensors 24 with different vibration punching paths from the vibration punching device 19, and the pore pressure sensors 24 monitor the hyperstatic pore pressure development and dissipation process in the vibration punching test process in real time;
the soil pressure sensors 25 are arranged on the model box 1 at different height positions in a layered mode, each layer is provided with a plurality of soil pressure sensors 25 which are different from the vibroflotation path of the vibroflot 19, and the soil pressure sensors 25 monitor the variation process of the soil moving pressure in the vibroflot process in real time;
the acceleration sensors 26 are arranged on the model box 1 at different height positions in a layered mode, each layer is provided with a plurality of acceleration sensors 26 which are different from the vibroflotation path of the vibroflot 19, and the acceleration sensors 26 monitor the vibration characteristics of sandy soil in the vibroflot process in real time;
the soil states at different positions away from the vibroflotation device 19 are collected through the pore pressure sensor 24, the soil pressure sensor 25 and the acceleration sensor 26 of the array, the collected data are uploaded to the multi-channel dynamic signal testing and analyzing system 27, and the physical quantities such as dynamic stress, pore pressure, deformation, acceleration and the like at different positions in the vibroflotation process of the sandy soil foundation are tested and analyzed through the multi-channel dynamic signal testing and analyzing system 27.
Specifically, the method for testing the non-filler vibroflotation of the sand simulating the original stress state in the embodiment can be used for researching the vibroflotation strengthening mechanism of the foundation in the vibroflotation process and researching the vibroflotation effect, and therefore the method further comprises the step S5 of respectively carrying out static penetration tests at positions with different intervals from the vibroflotation path of the vibroflotation device 19 in 24 hours before vibroflotation and after vibroflotation, wherein the static penetration test depth is from the surface of the model sand sample 18 to the bottom of the model box 1, and further evaluating the vibroflotation strengthening effect of the sand simulating the original stress state.
The method for testing the non-filler vibroflotation model for simulating the sand in the original stress state comprises the following steps: firstly, preparing a sample in a mold box 1 by adopting a sand rain method, and controlling the initial density and the relative compactness of sandy soil through the shakeout height; applying vertical stress to the model sand sample 18 by adopting a stress loading system to simulate the actual stress state of the sand; penetrating the sand sample to the bottom of the model box 1 at a constant speed by using a vibroflotation device 19, vibrating the sand sample, lifting the sand sample to the surface of the sand sample at a constant speed in sections, finishing vibroflotation for one time, and performing vibroflotation for the next time after 24 hours after each vibroflotation is finished; in the vibroflotation process, the physical quantities of dynamic soil stress, pore pressure and acceleration of the sandy soil foundation under the vibroflotation action are monitored in real time through a multi-channel dynamic signal test analysis system 27, an array pore pressure sensor 24, an array soil pressure sensor 25 and an array acceleration sensor 26, and the vibroflotation reinforcement mechanism is researched; before vibroflotation and 24 hours after each vibroflotation, static cone penetration tests are respectively carried out in sandy soil at different positions away from the vibroflotation device 19, and vibroflotation reinforcement effects are evaluated.
Specifically, by adopting the test method of the embodiment, a variable control method can be adopted in the test process, different vertical stresses can be applied to the model sand sample 18, and the vibroflotation reinforcement mechanism of the sand foundation in different stress states can be mastered by testing and analyzing parameters such as the pore pressure development dissipation rule, the dynamic soil pressure change rule, the acceleration peak value and the like of the sand; and the influence rule of the stress state on the sand vibration and impact reinforcement effect can be evaluated by comparing the vibration and impact reinforcement effect by adopting a data comparison method.
Example 2
In order to complete the test method, the invention also provides a non-filler vibroflotation test device for simulating the sandy soil in the original stress state, which is used for realizing the test method and comprises the following steps:
a mold box 1;
a sand rain sample preparation system for preparing a model sand sample 18 in the model box 1;
a vertical stress loading system for applying vertical consolidation stress to the model sand sample 18;
a vibroflot 19 for applying vibroflot load to the molding sand 18;
the vibroflot coding controller 20 is used for adjusting the penetration speed, the upward pulling speed and the sectional vibration retention time of the vibroflot 19 in the model sand sample 18;
the saturated water tank 21 is communicated with the bottom of the model box 1 and is used for injecting water into the model box 1 to realize slow saturation of the model sand sample 18;
the sensor comprises an array of pore pressure sensors 24, a soil pressure sensor 25 and an acceleration sensor 26, the pore pressure sensors 24, the soil pressure sensor 25 and the acceleration sensor 26 collect signals and upload the signals to the dynamic signal testing and analyzing system 27, and the physical quantities of dynamic soil stress, pore pressure and acceleration of the sandy soil foundation under the action of vibroflotation are monitored in real time.
Referring to fig. 2 and 4, the mold box 1 according to the embodiment is a semi-closed box, an opening is formed above the box, a water inlet valve 9 and a water outlet valve 10 are arranged at the bottom of the box, wherein the water inlet valve 9 is communicated with a saturated water tank 21, and water can be injected into the box through the saturated water tank 21, so that the test method can be completed, water is injected into the mold box 1 from the bottom of the mold sand sample 18 until the water surface reaches the surface of the mold sand sample 18, and the mold sand sample 18 is slowly saturated;
specifically, the box body is made of a steel plate, has enough rigidity, and cannot deform under the sand sample consolidation and subsequent vibroflotation action; the upper outer edge of the box body is provided with a preformed hole, so that a static sounding detection instrument can be erected conveniently in the later period; foam materials are attached to the bottom and the periphery of the box body so as to reduce the influence of vibroflotation reflected waves on test data.
In order to meet the requirement of preparing a model sand sample 18 by a sand rain method, the sand rain sample preparation system in the embodiment comprises a sand spreading bracket 2 and an electric hoist 3 arranged on the sand spreading bracket 2, wherein the electric hoist 3 is connected with a suspended sand cylinder 5 through a steel wire rope 4, a sand nozzle 6 capable of shakeout is arranged at the bottom of the sand cylinder 5, the sand nozzle 6 is arranged above a model box 1, and shakeout is carried out in the model box 1 through the sand nozzle 6;
specifically, in the process of shakeout, the position of shakeout is controlled to continuously move above the mold box 1, so that uniform shakeout in the mold box 1 is ensured, in the embodiment, a sanding bracket guide wheel 8 is further arranged below the sanding bracket 2, a sanding guide device 7 is arranged above the mold box 1, and the sanding guide device 7 drives the sand cylinder 5 to move, so that the purpose of controlling the shakeout position is achieved.
Referring to fig. 3, in order to apply a vertical stress to a model sand sample 18 and achieve consolidation of the model sand sample 18 to simulate an in-situ stress state of sand, the embodiment discloses a vertical stress loading system, which includes a reaction frame 13 capable of being erected above a model box 1, a loading rod 15 for applying a vertical pressure to the model box 1 is arranged on the reaction frame 13, an air cylinder 11 and a pressure regulating valve 12 are arranged at one end of the loading rod 15 far from the model box 1, the air cylinder 11 is connected with an air compressor 17, the air compressor 17 provides a driving force for the air cylinder 11, the magnitude of the driving force is controlled by the pressure regulating valve 12 to regulate the magnitude of the applied vertical pressure, a pressure plate with the same magnitude as that of an opening of the model box 1 is arranged at one end of the loading rod 15 close to the model box 1, a metal permeable stone 16 is placed on the model sand sample 18, the pressing plate can be inserted into the model box 1 through the opening and pressed on the metal permeable stone 16 to press the model sand sample 18 in the model box 1;
specifically, in order to monitor the deformation of the model sand sample 18, the loading rod 15 is further provided with a digital display dial indicator 14, which measures the change of the height of the model sand sample 18 in real time and determines the deformation of the model sand sample 18, so as to determine the stress change of the model sand sample 18.
Referring to fig. 4, in order to complete the step of applying the vibroflotation load in the above-mentioned test method, the vibroflotation test device disclosed in this embodiment includes a vibroflotation bracket 22 capable of being erected above the model box 1, and a pulley 23 arranged on the vibroflotation bracket 22, wherein a pulley rope is arranged on the pulley 23, one end of the pulley rope is connected to a vibroflotation device 19, and the other end of the pulley rope is connected to a vibroflotation device encoding controller 20, and the vibroflotation device encoding controller 20 controls the penetration and upward pulling speed and the segmented vibration retention time of the vibroflotation device 19 in the model sand sample 18 to simulate the actual vibroflotation reinforcement process;
specifically, in order to control the penetration of the vibroflot 19 from the center position of the model sand sample 18, a vibroflot bracket guide wheel 28 for driving the vibroflot bracket 22 to move is arranged below the vibroflot bracket 22, and the vibroflot bracket guide wheel 28 drives the vibroflot bracket 22 to move so as to move the vibroflot 19 above the center position of the model sand sample 18.
In order to monitor the dynamic soil stress, the pore pressure and the physical quantity of the acceleration of the sand foundation under the vibroflotation effect in real time, referring to fig. 4, in the embodiment, the pore pressure sensors 24 are arranged on different height positions of the model box 1 in layers, each layer is provided with a plurality of pore pressure sensors 24 with different vibroflotation paths from the vibroflotation device 19, and the pore pressure sensors 24 monitor the hyperstatic pore pressure development and dissipation process in the vibroflotation test process in real time; the soil pressure sensors 25 are arranged on the model box 1 at different height positions in a layered mode, each layer is provided with a plurality of soil pressure sensors 25 which are different from the vibroflotation path of the vibroflot 19, and the soil pressure sensors 25 monitor the variation process of the soil moving pressure in the vibroflot process in real time; the acceleration sensors 26 are arranged at different height positions of the model box 1 in a layered mode, a plurality of acceleration sensors 26 with different vibration and impact paths from the vibration and impact device 19 are arranged on each layer, the acceleration sensors 26 monitor the vibration characteristics of sandy soil in the vibration and impact process in real time, the pore pressure sensors 24, the soil pressure sensors 25 and the acceleration sensors 26 are all electrically connected with the dynamic signal testing and analyzing system 27, collected data are uploaded to the multi-channel dynamic signal testing and analyzing system 27, and physical quantities such as dynamic stress, pore pressure, deformation and acceleration located at different positions in the vibration and impact process of the sandy soil foundation are tested and analyzed through the multi-channel dynamic signal testing and analyzing system 27.
The specific test method of the present invention is further illustrated using the test apparatus disclosed in example 2 and the test method disclosed in example 1, and comprises the steps of:
(1) firstly, adjusting the relative position of a sanding bracket 2 and a model box 1 through a sanding bracket guide wheel 8, preparing a sample by adopting a sand rain method, loading sandy soil into a sand cylinder 5, lifting the sand cylinder 5 by adopting an electric hoist 3 and a steel wire rope 4, and sealing a sand outlet of a sand nozzle 6.
(2) And calibrating the relation between the sand density and the rainfall distance to obtain the relation between the sand rainfall height and the relative compactness of the sand.
(3) The sand is filled into the model box 1 in 8 layers, the height of each layer of sand is kept about 10cm, a sand spraying guide device 7 is adopted to control the advancing path of a sand nozzle 6 in the sand spraying process, a steel wire rope 4 is pulled by an electric hoist 3 to adjust the distance between the sand nozzle 6 and a sand surface so as to control the compactness of a model sand sample 18 in the model box 1, the compactness can be 0.3-0.75, and a water inlet valve 9 and a water outlet valve 10 are closed in the sample filling process.
(4) The hole pressure sensors 24, the soil pressure sensors 25 and the acceleration sensors 26 are arranged in an array in the sand sample loading process, wherein the heights of the hole pressure sensors 24 and the soil pressure sensors 25 are respectively 0.2m, 0.4m and 0.6m away from the bottom of the model box 1, the horizontal positions are 0.2m and 0.35m away from the vibroflotation center, the height of the acceleration sensors 26 is 0.5m away from the bottom of the model box 1, the horizontal positions are 0.1m, 0.2m, 0.3m and 0.35m away from the vibroflotation center, and the arrangement positions of the sensors are measured by using a ruler to ensure accurate positions.
(5) Connecting a saturated water tank 21 and the model box 1 by adopting a conduit, opening a water inlet valve 9, closing a water outlet valve 10, slowly saturating the model sand sample 18 from the bottom, and closing the water inlet valve 9 after a water head reaches the sand surface of the model box 1.
(6) Applying vertical consolidation stress to a model sand sample 18, adjusting the relative position of a reaction frame 13 and a model box 1, connecting an air compressor 17 and an air cylinder 11, pushing a loading rod 15 to apply the vertical stress to the model sand sample 18 through the air cylinder 11, controlling the magnitude of the applied vertical pressure through adjusting a pressure regulating valve 12, placing a metal permeable stone 16 on the surface of the model sand sample 18, testing the vertical deformation of the model sand sample 18 by adopting a digital display dial indicator 14, performing unidirectional consolidation in the test process, wherein the consolidation stress can be 10-400 kPa, and ensuring that the consolidation of the model sand sample 18 is completed under the action of the vertical stress.
(7) Adjusting the relative position of a vibroflotation bracket 22 and a model box 1 through a vibroflotation bracket guide wheel 28, ensuring that a vibroflotation device 19 is positioned above the positive center of a model sand sample 18 in the model box 1, adjusting the height of the vibroflotation device 19 through a pulley 23 and a pulley rope, opening a vibroflotation device coding controller 20, penetrating the vibroflotation device 19 to the bottom of the model box 1 at the speed of 1m/min under the control of horizontal vibration, self weight and the vibroflotation device coding controller 20 for 30s of vibration, then pulling up the vibroflotation device 19 at the constant speed by sections at the ascending speed of 1m/min at the interval of 0.1m, and pulling up the vibroflotation device 19 at each section for 15s of vibration to finish primary vibroflotation.
(8) After each vibroflotation is finished, the vibroflotation is carried out for the next time after the interval of 24 hours, and the repeated vibration times can be 5-10 times.
(9) In the test process, a multi-channel dynamic signal test analysis system 27 is adopted to automatically record physical quantities such as ultra-static pore pressure, horizontal soil pressure, acceleration and the like in the sinking, remaining vibration and pulling-up processes of the vibroflotation device 19, so as to analyze the vibroflotation reinforcement mechanism of the sandy soil in the original stress state.
(10) Before vibroflotation and 24 hours after each vibroflotation, carrying out static penetration tests at the positions which are 0.2m, 0.3m and 0.4m away from the vibroflotation device 19 respectively, wherein the detection depth of the static penetration tests is from the surface of the model sand sample 18 to the bottom of the model box 1, and further evaluating the vibroflotation reinforcing effect of the sand in the original stress state.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Various other modifications and alterations will occur to those skilled in the art upon reading the foregoing description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications therefrom are within the scope of the invention.
Claims (10)
1. A non-filler vibroflotation test method for simulating sandy soil in an original stress state is characterized by comprising the following steps:
s1, preparing a model sand sample in the model box by adopting a sand rain method, and controlling the initial density and the relative compactness of sand in the model sand sample by adjusting the doffing height;
s2, applying vertical stress to the model sand sample to realize consolidation of the model sand sample so as to simulate the in-situ stress state of the sand;
s3, after consolidation is completed, a vibroflotation load is applied to the molding sand sample by using a vibroflotation device, and the penetration speed, the upward pulling speed and the segmented vibration-remaining time of the vibroflotation device in the molding sand sample are adjusted to simulate the actual vibroflotation strengthening process;
and S4, in the vibroflotation reinforcing process, monitoring the dynamic soil stress, the pore pressure and the acceleration physical quantity of the sandy soil foundation under the vibroflotation action in real time through a multi-channel dynamic signal test analysis system, the pore pressure sensor, the soil pressure sensor and the acceleration sensor of the array.
2. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that: the S1 includes the steps of:
s1-1, calibrating the relation between the sand density and the shakeout distance to obtain the relation between the shakeout height and the relative compactness of the sand;
s1-2, filling sand into the simulation box in multiple layers, and controlling the distance between the shakeout position and the shakeout surface according to the relation between the shakeout height and the relative compactness of the sand, so that the initial density of the sand is in a loose or dense state, and the corresponding compactness of the sand is Dr = 0.3-0.75;
and S1-3, after the preparation of the model sand sample is finished, injecting water from the bottom of the model sand sample in the model box until the water surface reaches the surface of the model sand sample, so that the model sand sample is slowly saturated.
3. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that: in step S1, the sand used to prepare the model sand sample includes coarse sand, medium sand, fine sand, and silt sand.
4. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that: in step S2, during the application of the vertical stress, the vertical deformation of the model sand sample is monitored so that the stress state applied to the model sand sample is the same as the in-situ stress state.
5. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that: in step S2, the magnitude of the applied vertical stress is 10kPa to 400 kPa.
6. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that: in step S3, the process of the vibroflotation device completing vibroflotation strengthening includes:
s3-1, controlling the vibroflot to penetrate into the bottom of a model box filled with the model sand sample at a constant speed, and keeping vibration at the bottom of the model box;
s3-2, controlling the vibroflotation device to be pulled up to the surface of the sand sample of the model from the bottom segment of the model box at a constant speed to finish primary vibroflotation; in the upward drawing process, vibration is kept after each subsection is pulled up, the length of each subsection is controlled to be 0.1-0.15 m, and the vibration keeping time is controlled to be 10-15 s;
s3-3, repeating the steps S3-1 and S3-2 at an interval of 24h after finishing one vibroflotation for the next vibroflotation.
7. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that: in step S3, the diameter of the vibroflot is 50mm or 75mm, the power is 2.2kW to 10kW, and the vibration frequency is 50Hz to 200 Hz.
8. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that:
the hole pressure sensors are arranged on different height positions of the model box in layers, each layer is provided with a plurality of hole pressure sensors which are different from the vibroflotation path of the vibroflotation device, and the hole pressure sensors monitor the ultra-static hole pressure development and dissipation process in the vibroflotation test process in real time;
the soil pressure sensors are arranged on different height positions of the model box in layers, each layer is provided with a plurality of soil pressure sensors with different distances from the vibroflotation path of the vibroflotation device, and the soil pressure sensors monitor the variation process of the soil moving pressure in the vibroflotation process in real time;
the acceleration sensors are arranged on different height positions of the model box in layers, each layer is provided with a plurality of acceleration sensors with different vibration and impact paths from the vibration and impact device, and the acceleration sensors monitor the vibration characteristics of sandy soil in the vibration and impact process in real time.
9. The method for simulating the unfilled vibroflotation test of sand in an original stress state according to claim 1, which is characterized in that: and S5, respectively carrying out static penetration test at positions with different distances from the vibroflotation path of the vibroflot 24 hours before vibroflot and after vibroflot, wherein the static penetration test depth is from the surface of the sand sample of the model to the bottom of the model box, and then evaluating the vibroflot reinforcement effect of the sand in the original stress state.
10. The utility model provides a simulation original stress state sand's no filler vibroflotation test device which characterized in that: a test device for carrying out the test method of any one of the preceding claims 1 to 9, said test device comprising:
a model box;
the sand rain sample preparation system is used for preparing a model sand sample in the model box;
the vertical stress loading system is used for applying vertical consolidation stress to the model sand sample;
the vibroflot is used for applying vibroflot load to the molding sand sample;
the vibroflotation device coding controller is used for adjusting the penetration speed, the upward pulling speed and the sectional vibration retention time of the vibroflotation device in the model sand sample;
the saturated water tank is communicated with the bottom of the model box and is used for injecting water into the model box to realize slow saturation of the model sand sample;
the sensor and the dynamic signal testing and analyzing system comprise an array of pore pressure sensors, soil pressure sensors and acceleration sensors, and the physical quantities of dynamic soil stress, pore pressure and acceleration of the sand foundation under the action of vibroflotation are monitored in real time by uploading signals collected by the pore pressure sensors, the soil pressure sensors and the acceleration sensors to the dynamic signal testing and analyzing system.
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