阅读说明：本技术 一种岩土工程试验系统 (Geotechnical engineering test system ) 是由 张会芝 刘纪峰 陈孝国 杨悦 黄凌君 乐旭东 于 2019-10-29 设计创作，主要内容包括：本发明涉及一种岩土工程试验系统,包含底座、支撑于底座上且具有一收纳腔室的试验箱、支撑于底座上的加固机构、用于支撑竖向压力加载机构的上支架、用于沿侧向对置于收纳腔室的试验土施加压力的施压装置、配置于上支架上的喷洒装置、注水装置、排水装置、冷冻装置以及掘进机构,所述收纳腔室填入有试验土,所述注水装置的出水口、排水装置的排水口、以及冷冻装置的冷气置入管分别置入于所述试验土中,所述试验土与所述试验箱构成为透明结构；所述掘进机构用于在所述试验箱内的挖出部分试验土以形成隧道。(The invention relates to a geotechnical engineering test system, which comprises a base, a test box, a reinforcing mechanism, an upper support, a pressing device, a spraying device, a water injection device, a drainage device, a freezing device and a tunneling mechanism, wherein the test box is supported on the base and is provided with a containing chamber; the tunneling mechanism is used for digging out part of test soil in the test box to form a tunnel.)

1. A geotechnical engineering test system is characterized by comprising a base, a test box which is supported on the base and provided with a containing cavity, a reinforcing mechanism which is supported on the base, an upper support which is used for supporting a vertical pressure loading mechanism, a pressing device which is used for applying pressure to test soil which is arranged in the containing cavity along the lateral direction, a spraying device, a water injection device, a drainage device, a freezing device and a tunneling mechanism which are arranged on the upper support, wherein the containing cavity is filled with test soil, a water outlet of the water injection device, a water outlet of the drainage device and a cold air inlet pipe of the freezing device are respectively arranged in the test soil, and the test soil and the test box form a transparent structure; the tunneling mechanism is used for digging out part of test soil in the test box to form a tunnel.

2. The geotechnical engineering test system according to claim 1, including light source device, camera and data acquisition device; the light source device comprises a laser source and a filter, the filter converts light of the laser source into a surface light source and projects the surface light source onto test soil, the shooting device is used for shooting displacement changes of the test soil in a test soil freezing process or a test soil digging process of a tunneling mechanism, and the data acquisition device comprises a displacement sensor, a pressure sensor and an osmometer which are arranged in the test soil; and the displacement sensor, the pressure sensor, the osmometer and the shooting device are respectively connected with a computer through electric signals.

3. The geotechnical engineering test system according to claim 2, wherein said reinforcement mechanism includes:

the first frame is supported on the base and comprises a plurality of first supporting columns, and the first supporting columns are enclosed in a mode that the length direction of the first supporting columns extends in a direction parallel to the vertical direction or orthogonal to the vertical direction so as to be supported on the outer peripheral side of the test box; and

the second frame is supported on the base and comprises a plurality of second supporting columns; the second supporting columns are enclosed in a mode that the length direction of the second supporting columns extends parallel to the vertical direction or the other side orthogonal to the vertical direction so as to be supported on the outer peripheral side of the first frame;

an observation port is formed in the first frame, and the shooting device is arranged corresponding to the direction of the observation port so as to obtain the displacement change of the test soil.

4. The geotechnical engineering test system according to claim 3, wherein the tunneling mechanism comprises a support frame, a shield assembly and a first driving piece supported on the support frame, the shield assembly comprises a cylinder body and a rotary drilling screw rod sleeved in the cylinder body, and the first driving piece is used for driving the shield assembly to move relative to the support frame; the shield assembly comprises a second driving piece for driving the rotary excavating screw rod to rotate so as to excavate the test soil.

5. The geotechnical engineering test system according to claim 4, wherein it includes water injection device and water drainage device; the drainage device is provided with a drainage port which is arranged at the lower side of the test soil and is used for downwards draining seepage water; the water injection device is communicated with a water source and comprises a plurality of water outlets, and the water outlets are arranged at intervals along the vertical direction to inject water into the test soil at different depths so as to change the humidity of the test soil at different depths.

6. The geotechnical engineering test system according to claim 5, wherein the test box comprises two adjacent first press plates and two adjacent second press plates, and comprises a hydraulic mechanism and a servo control device; the first pressing plate and the second pressing plate are enclosed into a square structure when being observed vertically; the pressure applying device comprises a first lateral loading mechanism and a second lateral loading mechanism which are respectively used for pushing the two first pressure plates to apply pressure to the test soil from the lateral direction, and the hydraulic mechanism comprises an oil guide loop and is communicated with the first lateral loading mechanism, the second lateral loading mechanism, the vertical pressure loading mechanism, the first driving piece, the second driving piece and the tunneling mechanism through the oil guide loop; the servo control device is configured on the oil guide loop; the servo control device comprises a hydraulic pump, a pressure control valve, a reversing valve, an overflow valve and an unloading overflow valve so as to control rated working pressure and loading action of the first lateral loading mechanism, the second lateral loading mechanism and the vertical pressure loading mechanism.

7. The geotechnical engineering test system according to claim 6, wherein said drainage means has a drain port provided at a lower side of the test soil to drain the seeped water downward; the water injection device is communicated with a water source and comprises a plurality of water outlets, and the water outlets are arranged at intervals along the vertical direction to inject water into the test soil at different depths so as to change the humidity of the test soil at different depths; the water outlets and the water outlets can be connected with water guide pipes and embedded into the test soil, flow switches are respectively configured on the water pipes on the water injection device for respectively communicating the water outlets and the water outlets, and the flow switches are used for adjusting the water output of the water outlets and the water outlets.

8. The geotechnical engineering test system according to claim 7, wherein the test system is capable of performing the following steps:

filling test soil into the test box;

injecting water into the test soil through a water injection device, and applying pressure to the test soil through a vertical pressure loading mechanism, a first lateral loading mechanism and/or a second lateral loading mechanism;

acquiring water seepage pressure data of the test soil through an osmometer, and acquiring internal pressure data of the test soil through a pressure sensor;

when the water seepage pressure data reach a preset water seepage pressure threshold and the pressure data reach a preset pressure threshold, controlling the tunneling mechanism to work to form a tunnel;

acquiring displacement data, pressure data and water seepage pressure data of the interior of the test soil when the tunneling mechanism works through a displacement sensor, a pressure sensor and a osmometer, and acquiring a displacement change image of the test soil when the tunneling mechanism works through a camera device;

and transmitting the displacement data, the pressure data, the seepage pressure data and the displacement change image to a computer through electric signals for image analysis.

9. The geotechnical engineering test system according to claim 7, wherein the test system is capable of performing the following steps:

filling test soil into the test box;

injecting water into the test soil through a water injection device, and applying pressure to the test soil through a vertical pressure loading mechanism, a first lateral loading mechanism and/or a second lateral loading mechanism;

acquiring water seepage pressure data of the test soil through an osmometer, and acquiring internal pressure data of the test soil through a pressure sensor;

when the water seepage pressure data reach a preset water seepage pressure threshold and the pressure data reach a preset pressure threshold, freezing test soil through a freezing device to control a tunneling mechanism to work to form a tunnel; the freezing device comprises a plurality of cold air imbedding pipes communicated with cold air pipe seats, cold air outlets of the cold air imbedding pipes are arranged at different positions of the test soil, and the cold air imbedding pipes are sequentially opened to freeze the different positions of the test soil according to different sequences;

acquiring displacement data, pressure data and water seepage pressure data of the frozen test soil and/or the tunneling mechanism in the test soil during working through a displacement sensor, a pressure sensor and a osmometer, and acquiring a displacement change image of the test soil in the tunneling mechanism during working through a camera device;

and transmitting the displacement data, the pressure data, the seepage pressure data and the displacement change image to a computer through electric signals for image analysis.

10. The geotechnical engineering test system according to any one of claims 8 to 9, wherein the step of injecting water into the test soil through the water injection device and applying pressure to the test soil through the vertical pressure loading mechanism, the first lateral loading mechanism and/or the second lateral loading mechanism includes:

applying pressure to the test soil from a lateral direction by a first lateral loading mechanism and/or a second lateral loading mechanism; and

after the first lateral loading mechanism and the second lateral loading mechanism finish pressure loading, applying pressure to the test soil from top to bottom through the vertical pressure loading mechanism;

wherein, vertical pressure loading mechanism contains a plurality of vertical pressure loading pieces, first lateral loading mechanism contains a plurality of first lateral pressure loading pieces, second lateral loading mechanism contains a plurality of second lateral pressure loading pieces.

Technical Field

The invention belongs to the field of geotechnical engineering model tests, and particularly relates to a geotechnical engineering test system.

Background

With the continuous promotion of the urbanization construction process in China, large deep foundation pit engineering is frequently used, and the complexity, the design and the construction difficulty of the large deep foundation pit engineering become more and more challenging. The foundation pit engineering has the remarkable new characteristics of depth, large size, near and difficult, the research of the foundation pit engineering also widely relates to the mechanical fields of geotechnical engineering, structural engineering, seepage, vibration and the like, and the influence of the seepage and traffic load on the foundation pit engineering is more and more concerned.

However, a practical and effective analysis method is still lacked at home and abroad at present, and the analysis of the problems is usually estimated by engineering experience and has great blindness. In order to make up for the limitation of theoretical analysis, and different regions and different soil characteristics, different modes are required for construction, so that simulation of different construction scenes is necessary. Based on this, the inventors have proposed the present application.

Disclosure of Invention

The invention aims to provide a geotechnical engineering test system which is provided with a test box, a reinforcing mechanism, a pressure device, a spraying device, a water injection device, a refrigerating device and a tunneling mechanism, can realize water and soil coupling simulation through the water injection device, or can simulate the freezing process of a rock and soil mass through the pressure device, the water injection device and the refrigerating device, and can simulate an actual construction scene through the tunneling mechanism.

The invention provides a geotechnical engineering test system, which comprises a base, a test box, a reinforcing mechanism, an upper support, a pressing device, a spraying device, a water injection device, a drainage device, a freezing device and a tunneling mechanism, wherein the test box is supported on the base and is provided with a containing chamber; the tunneling mechanism is used for digging out part of test soil in the test box to form a tunnel.

Preferably, the geotechnical engineering test system comprises a light source device, a shooting device and a data acquisition device; the light source device comprises a laser source and a filter, the filter converts light of the laser source into a surface light source and projects the surface light source onto test soil, the shooting device is used for shooting displacement changes of the test soil in a test soil freezing process or a test soil digging process of a tunneling mechanism, and the data acquisition device comprises a displacement sensor, a pressure sensor and an osmometer which are arranged in the test soil; and the displacement sensor, the pressure sensor, the osmometer and the shooting device are respectively connected with a computer through electric signals.

Preferably, the reinforcing mechanism includes:

the first frame is supported on the base and comprises a plurality of first supporting columns, and the first supporting columns are enclosed in a mode that the length direction of the first supporting columns extends in a direction parallel to the vertical direction or orthogonal to the vertical direction so as to be supported on the outer peripheral side of the test box; and

the second frame is supported on the base and comprises a plurality of second supporting columns; the second supporting columns are enclosed in a mode that the length direction of the second supporting columns extends parallel to the vertical direction or the other side orthogonal to the vertical direction so as to be supported on the outer peripheral side of the first frame;

an observation port is formed in the first frame, and the shooting device is arranged corresponding to the direction of the observation port so as to obtain the displacement change of the test soil.

Preferably, the tunneling mechanism comprises a support frame, a shield assembly and a first driving piece supported on the support frame, the shield assembly comprises a barrel body and a rotary drilling screw rod sleeved in the barrel body, and the first driving piece is used for driving the shield assembly to move relative to the support frame; the shield assembly comprises a second driving piece for driving the rotary excavating screw rod to rotate so as to excavate the test soil.

Preferably, the geotechnical engineering test system comprises a water injection device and a water drainage device; the drainage device is provided with a drainage port which is arranged at the lower side of the test soil and is used for downwards draining seepage water; the water injection device is communicated with a water source and comprises a plurality of water outlets, and the water outlets are arranged at intervals along the vertical direction to inject water into the test soil at different depths so as to change the humidity of the test soil at different depths.

Preferably, the geotechnical engineering test system comprises a hydraulic mechanism and a servo control device, and the test box comprises two adjacent first press plates and two adjacent second press plates; the first pressing plate and the second pressing plate are enclosed into a square structure when being observed vertically; the pressure applying device comprises a first lateral loading mechanism and a second lateral loading mechanism which are respectively used for pushing the two first pressure plates to apply pressure to the test soil from the lateral direction, and the hydraulic mechanism comprises an oil guide loop and is communicated with the first lateral loading mechanism, the second lateral loading mechanism, the vertical pressure loading mechanism, the first driving piece, the second driving piece and the tunneling mechanism through the oil guide loop; the servo control device is configured on the oil guide loop; the servo control device comprises a hydraulic pump, a pressure control valve, a reversing valve, an overflow valve and an unloading overflow valve so as to control rated working pressure and loading action of the first lateral loading mechanism, the second lateral loading mechanism and the vertical pressure loading mechanism.

Preferably, the drainage device is provided with a drainage port which is arranged at the lower side of the test soil and is used for downwards draining seepage water; the water injection device is communicated with a water source and comprises a plurality of water outlets, and the water outlets are arranged at intervals along the vertical direction to inject water into the test soil at different depths so as to change the humidity of the test soil at different depths; the water outlets and the water outlets can be connected with water guide pipes and embedded into the test soil, flow switches are respectively configured on the water pipes on the water injection device for respectively communicating the water outlets and the water outlets, and the flow switches are used for adjusting the water output of the water outlets and the water outlets.

Preferably, the testing system is capable of performing the following steps: filling test soil into the test box;

injecting water into the test soil through a water injection device, and applying pressure to the test soil through a vertical pressure loading mechanism, a first lateral loading mechanism and/or a second lateral loading mechanism;

acquiring water seepage pressure data of the test soil through an osmometer, and acquiring internal pressure data of the test soil through a pressure sensor;

when the water seepage pressure data reach a preset water seepage pressure threshold and the pressure data reach a preset pressure threshold, controlling the tunneling mechanism to work to form a tunnel;

acquiring displacement data, pressure data and water seepage pressure data of the interior of the test soil when the tunneling mechanism works through a displacement sensor, a pressure sensor and a osmometer, and acquiring a displacement change image of the test soil when the tunneling mechanism works through a camera device;

and transmitting the displacement data, the pressure data, the seepage pressure data and the displacement change image to a computer through electric signals for image analysis.

Preferably, the testing system is capable of performing the following steps:

filling test soil into the test box;

injecting water into the test soil through a water injection device, and applying pressure to the test soil through a vertical pressure loading mechanism, a first lateral loading mechanism and/or a second lateral loading mechanism;

acquiring water seepage pressure data of the test soil through an osmometer, and acquiring internal pressure data of the test soil through a pressure sensor;

when the water seepage pressure data reach a preset water seepage pressure threshold and the pressure data reach a preset pressure threshold, freezing test soil through a freezing device to control a tunneling mechanism to work to form a tunnel; the freezing device comprises a plurality of cold air imbedding pipes communicated with cold air pipe seats, cold air outlets of the cold air imbedding pipes are arranged at different positions of the test soil, and the cold air imbedding pipes are sequentially opened to freeze the different positions of the test soil according to different sequences;

acquiring displacement data, pressure data and water seepage pressure data of the frozen test soil and/or the tunneling mechanism in the test soil during working through a displacement sensor, a pressure sensor and a osmometer, and acquiring a displacement change image of the test soil in the tunneling mechanism during working through a camera device;

and transmitting the displacement data, the pressure data, the seepage pressure data and the displacement change image to a computer through electric signals for image analysis.

Preferably, the step of injecting water into the test soil through the water injection device and applying pressure to the test soil through the vertical pressure loading mechanism, the first lateral loading mechanism and/or the second lateral loading mechanism comprises:

applying pressure to the test soil from a lateral direction by a first lateral loading mechanism and/or a second lateral loading mechanism;

and

after the first lateral loading mechanism and the second lateral loading mechanism finish pressure loading, applying pressure to the test soil from top to bottom through the vertical pressure loading mechanism;

wherein, vertical pressure loading mechanism contains a plurality of vertical pressure loading pieces, first lateral loading mechanism contains a plurality of first lateral pressure loading pieces, second lateral loading mechanism contains a plurality of second lateral pressure loading pieces.

By adopting the technical scheme, the invention can obtain the following technical effects.

1. The geotechnical engineering test system provided by the invention is provided with a test box, a reinforcing mechanism, a pressure applying device, a spraying device, a water injection device, a freezing device and a tunneling mechanism, and can realize water and soil coupling simulation through the water injection device, or simulate the freezing process of a rock and soil mass through the pressure applying device, the water injection device and the freezing device, and simulate an actual construction scene through the tunneling mechanism.

Drawings

Fig. 1 and 2 depict schematic views of the geotechnical engineering test system of the present invention viewed from adjacent sides upward.

Fig. 3 depicts a schematic view of the geotechnical engineering test system of the present invention viewed from the upper side.

Figures 4 and 5 depict a schematic view of the ripping mechanism of the present invention viewed from different directions.

Figure 6 depicts a schematic view of the test chamber, base and reinforcing mechanism of the present invention viewed from the upper side (i.e., vertically from top to bottom).

Fig. 7 depicts a schematic view of the upper bracket of the present invention viewed from the upper side.

Fig. 8 depicts a schematic view of the upper brace of the present invention viewed from the side up.

Fig. 9 depicts a schematic view of a sprinkler tube of the present invention.

FIG. 10 depicts a schematic view of a sprinkler tube of the present invention.

Detailed Description

In order to make the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings of the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention. Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention.

In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "upper", "lower", "upper section", "lower section", "upper side", "lower side", "middle", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", and the like indicate orientations and positional relationships indicated based on the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.

The structure and function of the solution of the present application will now be described in detail with reference to fig. 1 to 10.

The invention provides a geotechnical engineering test system, and referring to fig. 1 and 2, the geotechnical engineering test system comprises a base 2, a test box 1 supported on the base 2 and provided with a containing chamber 13, a reinforcing mechanism supported on the base 2, an upper bracket 5 used for supporting a vertical pressure loading mechanism 51, a pressing device used for applying pressure to test soil placed in the containing chamber 13 along the lateral direction, a water spraying device, a water injection device 7, a water drainage device, a freezing device and a tunneling mechanism 8 which are arranged on the upper bracket 5, wherein the containing chamber 13 is filled with the test soil, a water outlet of the water injection device 7, a water drainage port of the water drainage device and a cold air inlet pipe of the freezing device are respectively placed in the test soil, and the test soil and the test box 1 form a transparent structure. The tunneling mechanism 8 is used for digging out part of the test soil in the test chamber 1 to form a tunnel.

With reference to fig. 6 and 7, the first frame 3 includes four reinforcing walls, and from top to bottom, four the cross-section of each reinforcing wall in the vertical direction is a quadrangular structure, each reinforcing wall includes two vertical supporting columns 31 that abut against each other and are fixedly connected together, each supporting column 31 is formed by a channel steel, and two adjacent supporting columns 31 are fastened and connected by the side wall of the channel steel through fasteners such as screws or bolts. The two adjacent reinforcing walls are fixedly connected with each other through a right-angle connecting piece 55. Specifically, along the circumferential direction, two adjacent first support columns 31 are fixedly connected through a right-angle connecting piece 55 and a fastener such as a bolt.

In this embodiment, referring to fig. 1, fig. 2, fig. 6 and fig. 7, the second frame is supported on the base 2, and the second frame includes four reinforcing members, each of which is disposed corresponding to one of the reinforcing walls to support each of the reinforcing walls. Each reinforcing member includes a second supporting column 4 extending vertically along the length direction, and a plurality of the second supporting columns 4 are sequentially arranged along the extending direction array of the first supporting column 31. Wherein, the upper bracket 5 is fixedly connected with and supported on the second support column 4. Through supporting along vertical extension's second support column 4 can make the reinforced wall can not receive the gravity of upper bracket 5 to when solving reinforced wall and bearing gravity, dislocation can appear each other, slide when vertical first support column 31 can be because of gravity and proof box 1's power, thereby reach the purpose of better atress. In addition, in this embodiment, when viewed from the outer peripheral side of any reinforcing wall, one of the reinforcing members at least includes a second supporting column 4 located at one end of the first supporting column 31 and a second supporting column 4 located at the other end of one end of the first supporting column 31, and the second supporting column 4 is sandwiched between the base 2 and the upper bracket 5, so that when the first supporting column 31 is subjected to unbalanced force, the first supporting column is supported so that the two ends of the first supporting column in the length direction do not slide or shift. Preferably, the reinforcing component comprises three second supporting columns 4 which are arranged at equal intervals when viewed from the outer peripheral side of any reinforcing wall, so as to achieve the purpose of enabling the reinforcing wall to be stressed evenly and supporting the upper bracket 5 stably.

Referring to fig. 1, 2, 6 and 7, the observation port 32 is located between two adjacent second support columns 4, and a plurality of observation ports 32 are arranged on the first frame 3 in the up-down direction (i.e., vertical direction) so as to realize observation from different positions. The observation ports 32 are formed in the two adjacent reinforced walls, so that the test soil at the same position can be observed from different angles, and the displacement of the test soil in a three-dimensional space can be observed. Preferably, each observation opening 32 is provided with an observation plate made of transparent tempered glass, so that the purpose of closing the test chamber 1 from the side is achieved when the observation purpose is achieved. Preferably, a waterproof gasket is disposed between the outer peripheral edge of the observation plate and the inner peripheral edge of the observation port 32.

The test soil is prepared from fused silica sand and a sucrose solution, the particle diameter of the fused silica sand is 0.5-5mm, the concentration of the sucrose solution is that 198-205g of sucrose is dissolved in every 100ml of purified water, and the refractive index of the test soil is 1.333-1.504. In other embodiments, the test soil is prepared from fused silica sand and calcium bromide solution, or amorphous silica powder and mineral oil, or amorphous silica powder, silica gel and brine. The test soil prepared from the fused quartz sand and the sucrose solution can overcome the defects that solutions in other preparation schemes are irritant, toxic or oily, and achieves the purpose of better simulating the properties of sandy soil by taking out the oily solution under the condition of ensuring safety.

Referring to fig. 3 and 9, the sprinkler includes a plurality of sprinkler pipes 9 supported on the upper bracket 5, each sprinkler pipe 9 has a plurality of sprinkler ports 91, each sprinkler pipe 9 is respectively connected to a water source and provided with a pressure pump for adjusting the pressure of the water, wherein each sprinkler pipe 9 can be provided with a sprinkler switch for controlling the flow of water through the sprinkler pipe to be cut off. Preferably, the sprinkler pipe 9 is integrally assembled and integrally mounted on the bracket and is supported on the upper bracket 5 in a manner rotatable with respect to the bracket. For example, it can be relatively rotated and can be relatively kept fixed by providing a rotating pin and a lock, or it can be supported on the upper bracket 5 by an air stay to adjust its angle with respect to the upper bracket 5, for example. Or, each sprinkler pipe 9 is supported on the upper bracket 5 in a manner of being capable of rotating relative to the bracket, so as to realize that the angle of each sprinkler pipe 9 relative to the upper bracket 5 is adjustable. By the aid of the method, the angle of each water sprinkling opening 91 relative to the test soil (namely, the angle of sprinkling water) is adjustable, and accordingly the rainfall angle in different wind directions can be simulated.

In an embodiment of the present invention, the geotechnical engineering test system comprises a water injection device 7 and a water drainage device. The drainage device has a water outlet which is arranged at the lower side of the test soil and is used for discharging seepage water downwards, the water injection device 7 is communicated with a water source and comprises a plurality of water outlets, and the water outlets are arranged at intervals along the vertical direction (namely, the vertical direction) so as to inject water into the test soil at different depths, thereby achieving the purpose of changing the humidity of the test soil at different depths. The humidity of the test soil through changing the different degree of depth to realize the infiltration volume and the infiltration pressure of the soil of simulation different positions, be used for making its influence to the landslide that can simulate the soil of different humidity or degree of dryness, and, the soil of different humidity or degree of dryness, its influence to the landslide when raining.

Preferably, each water outlet and each water outlet can be connected with a water guide pipe and embedded into the test soil, flow switches are respectively configured on the water pipes on the water injection device 7 for respectively communicating the water outlets and the water outlets, and each flow switch is used for adjusting the water output of each water outlet and the water outlet, so that the simulation of different scenes can be realized by rapidly changing the humidity and the water seepage pressure at different positions and different depths of the test soil.

Preferably, referring to fig. 1 and 2, the first frame 3 and the second pressing plate 12 are provided with excavation through holes, and the excavating mechanism 8 can penetrate through the excavation through holes to excavate the test soil out of the test soil through the excavation through holes so as to simulate the excavation process of a tunnel.

The test box 1 comprises two adjacent first press plates 11 and two adjacent second press plates 12, the first press plates 11 and the second press plates 12 are in a quadrilateral structure when viewed from the vertical direction, each second press plate 12 is correspondingly provided with a plurality of tunneling mechanisms 8, and the tunneling mechanisms 8 corresponding to the two adjacent second press plates 12 are vertically arranged at intervals. For example, the heading mechanisms 8 are respectively arranged in the outer spaces of two adjacent reinforced walls, and preferably, two heading mechanisms 8 are arranged in the outer spaces of each reinforced wall to simulate the heading scene of a two-wire tunnel. It will be appreciated that in other embodiments the space outside the reinforcing wall on each side can be provided with one or more than two ripping mechanisms 8. The excavation through holes on the two second pressing plates 12 are staggered in the vertical direction corresponding to the two adjacent second pressing plates 12, so that an excavation scene (i.e. a tunneling scene) of a tunnel with an upper line and a lower line can be simulated.

Referring to fig. 1, 2, 3, 4 and 5, the tunneling mechanism 8 includes a support frame 81, a shield assembly, and a first driving element 84 supported on the support frame 81, the shield assembly includes a cylinder 82 and a rotary screw 83 sleeved in the cylinder 82, and the first driving element 84 is used for driving the shield assembly to move relative to the support frame 81; the shield assembly comprises a second driving piece for driving the rotary digging screw 83 to rotate so as to dig the test soil. The rotary screw 83 is formed by a long rod at the center and a helical blade arranged on the outer periphery of the long rod.

Preferably, the excavating mechanism 8 comprises a rotary support member 86 and a discharge channel 85, and the rotary support member 86 and the discharge channel 85 are supported on the support frame 81 and used for discharging the test soil from the discharge channel 85, so as to achieve the purpose of discharging the excavated test soil.

Preferably, the geotechnical engineering test system comprises a light source device, a shooting device and a data acquisition device; the light source device comprises a laser source and a filter, the filter converts light of the laser source into a surface light source and projects the surface light source onto test soil, the shooting device is used for shooting displacement changes of the test soil in the test soil freezing process or the test soil excavation process of the tunneling mechanism 8, and the data acquisition device comprises a displacement sensor, a pressure sensor and an osmometer which are arranged in the test soil. And the displacement sensor, the pressure sensor, the osmometer and the shooting device are respectively connected with the computer B through electric signals. The imaging device is provided corresponding to the position of the observation port 32.

With reference to fig. 1 to 3, the geotechnical engineering test system further includes a hydraulic mechanism a having an oil guiding loop a1, and the hydraulic mechanism a is respectively communicated with the pressing assembly, the first driving member 84 and the second driving member. Include upper bracket 5 and support in upper bracket 5 and be used for the vertical pressure loading mechanism 51 of exerting pressure from top to bottom to experimental soil, upper bracket 5 supports on the strengthening mechanism.

Preferably, referring to fig. 1, 2, 3, 7 and 8, the upper bracket 5 comprises a plurality of cross beams 54, and a support plate assembly fixed to the cross beams 54, wherein the plurality of cross beams 54 are fixedly connected to each other. The support plate assembly comprises a first support plate 53 for supporting the vertical pressure loading mechanism 51, and a second support plate 52 for fixedly connecting the second frame. In this embodiment, the cross beams 54 are arranged at intervals in the vertical orthogonal direction, the first support plate 53 is sandwiched between two adjacent cross beams 54 to connect and fix the cross beams 54, and the second support plate 52 is fixed to the first support plate 53 or the cross beam 54 and extends downward to fix the upper end of the second frame, that is, fixed to the upper end of the second support column 4.

Preferably, the cross beam 54, the first support plate 53 and the second support plate 52 can be fixedly connected to each other through a right-angle connector 55, and the two first support columns 31 respectively located on two adjacent reinforced walls can be fixedly connected to each other through a right-angle connector 55.

Preferably, with reference to fig. 1, 2 and 10, the base 2 comprises a foundation 21, a bottom plate 22, a bottom plate support 23 and an anchor pile 24. An anchoring groove is formed in the foundation 21, the bottom plate 22 is fixed on the foundation 21 through an anchor pile 24, wherein the bottom plate 22 is supported on the foundation 21 through a bottom plate support member 23, the bottom plate support member 23 is supported between the anchor pile 24 and the bottom plate 22, and the test box 1, the first frame 3 and the second frame are respectively supported and fixed on the bottom plate 22.

Preferably, referring to fig. 1 and 2, the pressing assembly comprises a side loading mechanism 6 supported on the reinforcing mechanism, and the side loading mechanism 6 is connected with a second pressing plate 12 to push the second pressing plate 12 to move. The side loading mechanism 6 includes a first side loading mechanism in a first direction and a second side loading mechanism in a second direction, wherein the first side loading mechanism and the second side loading mechanism are arranged corresponding to the orientations of two adjacent first press plates 11. The hydraulic mechanism a is respectively communicated with the vertical pressure loading mechanism 51, the first lateral loading mechanism and the second lateral loading mechanism, the first direction and the second direction form a vertical orthogonal direction, the first lateral loading mechanism comprises a first loading member, the first loading member is respectively provided with four first pressure loading pieces, two first pressure loading pieces are respectively arranged along the vertical direction (namely the up-down direction) at intervals, and the rest two first pressure loading pieces are vertically positioned between the two first pressure loading pieces and are arranged along the second direction at intervals relative to the two first pressure loading pieces. The second lateral loading mechanism comprises second loading members, each second loading member is provided with four second pressure loading pieces, two second pressure loading pieces are vertically (namely, in the up-down direction) arranged at intervals, and the other two second pressure loading pieces are vertically positioned between the two second pressure loading pieces and are arranged along the first direction at intervals relative to the two second pressure loading pieces.

Through the configuration mode of the first loading member and the second loading member, the sequential loading of the test soil at different positions can be adjusted, so that the pressure distribution of the underground soil can be more accurately simulated. For example, the first pressure loading members are sequentially operated from bottom to top, so that the lower side of the loading plate firstly moves to load pressure on the test soil, then the first pressure loading members above the loading plate are operated to load pressure on the test soil, and finally the vertical pressure loading mechanism 51 loads pressure downwards, so that the test soil can simulate the pressure distribution of the soil at different depths. It can be understood that, with the first pressure-loading members or the second pressure-loading members arranged on one side surface, the pressure distribution of the test soil at different depths can be simulated more realistically than in the case where only one pressure-loading member is provided. It will be appreciated that in other embodiments, the number of first pressure-loading members in one lateral direction is not limited to only four, but may be plural, and the number of second pressure-loading members in one lateral direction is not limited to only four, but may be plural.

In other embodiments, the first loading member may comprise only one first loading member, the second loading member may comprise only one second loading member, and the first loading member and the second loading member may be simulated by integrally pressing the adjacent two sides of the test soil.

In other embodiments, the first lateral loading mechanism comprises two oppositely disposed first loading members and the second lateral loading mechanism comprises two oppositely disposed second loading members.

Preferably, the first and second pressure loading members are fixedly supported on the first support column 31, the first pressure loading member passing through the reinforcing wall to fixedly connect with the second pressing plate 12. Wherein, a mounting hole for the first pressure loading piece or the second pressure loading piece to pass through and support is opened on the reinforced wall corresponding to the second press plate 12.

Preferably, the geotechnical engineering test system comprises a hydraulic mechanism A and a servo control device, and the test box 1 comprises two adjacent first pressing plates 11 and two adjacent second pressing plates 12. The first pressing plate 11 and the second pressing plate 12 are enclosed into a square structure when viewed from the vertical direction. The pressing device comprises a first lateral loading mechanism and a second lateral loading mechanism which are used for pushing the two first pressing plates 11 to press the test soil from the lateral direction, and the hydraulic mechanism A comprises an oil guide loop A1 and is communicated with the first lateral loading mechanism, the second lateral loading mechanism, the vertical pressure loading mechanism 51, the first driving piece 84, the second driving piece and the tunneling mechanism 8 through an oil guide loop A1. The servo control device is arranged on the oil guide loop A1. The servo control device comprises a hydraulic pump, a pressure control valve, a reversing valve, an overflow valve and an unloading overflow valve so as to control rated working pressure and loading action of the first lateral loading mechanism, the second lateral loading mechanism and the vertical pressure loading mechanism 51.

With reference to fig. 1 to 10, the present invention provides a geotechnical engineering test system capable of being performed with the following steps:

and S100, filling test soil into the test box 1.

S200, injecting water into the test soil through the water injection device 7, and applying pressure to the test soil through the vertical pressure loading mechanism 51, the first lateral loading mechanism and the second lateral loading mechanism so as to simulate the pressure distribution of the soil at different depths. Wherein in other embodiments, the test soil is loaded with pressure by the first side loading mechanism or the second side loading mechanism.

And S300, acquiring water seepage pressure data of the test soil through a osmometer, and acquiring internal pressure data of the test soil through a pressure sensor.

And S400, when the water seepage pressure data reach a preset water seepage pressure threshold and the pressure data reach the preset pressure threshold, controlling the tunneling mechanism 8 to work to form a tunnel.

S500, acquiring displacement data, pressure data and water seepage pressure data of the interior of the test soil when the tunneling mechanism 8 works through a displacement sensor, a pressure sensor and a osmometer, and acquiring a displacement change image of the test soil when the tunneling mechanism 8 works through a camera device.

S600, transmitting the displacement data, the pressure data, the water seepage pressure data and the displacement change image to a computer B for image analysis through electric signals.

Wherein, the step S200 comprises the steps of:

s201, applying pressure to the test soil from the side direction through the first side loading mechanism and/or the second side loading mechanism.

And S202, after the first lateral loading mechanism and the second lateral loading mechanism complete pressure loading, applying pressure to the test soil from top to bottom through the vertical pressure loading mechanism 51.

Preferably, the vertical pressure loading mechanism 51 comprises a plurality of vertical pressure loading members, the first lateral loading mechanism comprises a plurality of first lateral pressure loading members, and the second lateral loading mechanism comprises a plurality of second lateral pressure loading members.

Preferably, in conjunction with fig. 1 to 10, the present invention provides a geotechnical engineering test system, which is further capable of performing the following steps:

S100A, test soil is filled in the test chamber 1.

And S200A, injecting water into the test soil through the water injection device 7 to change the humidity of the soil at different positions.

And S300A, pressing the test soil through the vertical pressure loading mechanism 51, the first side loading mechanism and/or the second side loading mechanism. Wherein, it can apply pressure to the test soil through the first side loading mechanism, the second side loading mechanism and the vertical pressure loading mechanism 51 in sequence. Or, it may sequentially pressurize the test soil by the first lateral loading mechanism and the vertical pressure loading mechanism 51. Or, it may sequentially apply pressure to the test soil through the second lateral loading mechanism and the vertical pressure loading mechanism 51.

And S400A, acquiring water seepage pressure data of the test soil through the osmometer and acquiring internal pressure data of the test soil through the pressure sensor.

And S500A, freezing the test soil through a freezing device to control the tunneling mechanism 8 to work to form a tunnel when the water seepage pressure data reach a preset water seepage pressure threshold and the pressure data reach a preset pressure threshold. The freezing device comprises a plurality of cold air inlet pipes communicated with cold air pipe seats, cold air outlets of the cold air inlet pipes are arranged at different positions of the test soil, and the cold air inlet pipes are sequentially opened to freeze the different positions of the test soil according to different sequences.

S600A, acquiring displacement data, pressure data and water seepage pressure data of the frozen test soil and the tunneling mechanism 8 in the test soil through the displacement sensor, the pressure sensor and the osmometer, and acquiring a displacement change image of the test soil in the tunneling mechanism 8 through the camera device.

And S700A, transmitting the displacement data, the pressure data, the seepage pressure data and the displacement change image to a computer B for image analysis through electric signals.

Preferably, in conjunction with fig. 1 to 10, the present invention provides a geotechnical engineering test system, which is further capable of performing the following steps:

S100B, test soil is filled in the test chamber 1.

And S200B, injecting water into the test soil through the water injection device 7 to change the humidity of the soil at different positions.

And S300B, heating the test soil through a heater to change the temperature of the soil at different positions.

And S400B, pressing the test soil through the vertical pressure loading mechanism 51, the first side loading mechanism and/or the second side loading mechanism. Wherein, it can apply pressure to the test soil through the first side loading mechanism, the second side loading mechanism and the vertical pressure loading mechanism 51 in sequence. Or, it may sequentially pressurize the test soil by the first lateral loading mechanism and the vertical pressure loading mechanism 51. Or, it may sequentially apply pressure to the test soil through the second lateral loading mechanism and the vertical pressure loading mechanism 51.

And S500B, acquiring water seepage pressure data of the test soil through a osmometer, and acquiring internal pressure data of the test soil through a pressure sensor.

S600B, when the water seepage pressure data reach the preset water seepage pressure threshold value and the pressure data reach the preset pressure threshold value, freezing the test soil through a freezing device. The freezing device comprises a plurality of cold air inlet pipes communicated with cold air pipe seats, cold air outlets of the cold air inlet pipes are arranged at different positions of the test soil, and the cold air inlet pipes are sequentially opened to freeze the different positions of the test soil according to different sequences.

And S700B, when the test soil in the target area obtained through the observation port, the camera device or the temperature sensor is completely frozen, controlling the tunneling mechanism 8 to work through the hydraulic mechanism A and the servo control device so as to excavate the test soil.

And S800B, acquiring displacement data, pressure data and water seepage pressure data of the frozen test soil and the tunneling mechanism 8 in the test soil through the displacement sensor, the pressure sensor and the osmometer, and acquiring a displacement change image of the test soil in the tunneling mechanism 8 in the work through the camera device.

And S900B, transmitting the displacement data, the pressure data, the seepage water pressure data and the displacement change image to a computer B for image analysis through electric signals.

Here, step S800B can be executed simultaneously in each process of the execution operation of each step described above. The displacement sensor, the pressure sensor, the temperature sensor and the osmometer are electrically connected with a computer B through cables, and control and data acquisition software, such as GDSLAB software, is installed in the computer B to acquire displacement data, pressure data inside the test soil, water seepage pressure data of the test soil, internal temperature distribution of the test soil and displacement change images and analyze the data and the images. For example, by changing the temperature, the influence of the temperature of the soil at different depths on the freezing effect and the freezing speed in the freezing process can be obtained, and the expansion rate of the test soil and the like can be obtained by combining the temperature and the freezing speed of the soil with water seepage pressure data. For example, the vertical pressure loading mechanism 51, the first lateral loading mechanism and the second lateral loading mechanism of the pressure applying device are used for applying pressure to the test soil, the water injection device 7, the water seepage device and the freezing device are combined to simulate the influence of the pressure or soil density of the soil at different depths on the freezing effect, the heater is further combined to simulate the influence of the change of the pressure, the density, the humidity and the temperature on the freezing effect, and in the process of excavating after freezing, the influence of the change on the displacement change of the soil in the excavating process can be simulated.

The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and various modifications and changes may be made to the present invention by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.