CN117233837A - Experimental method for earthquake fault simulation based on geotechnical centrifuge platform - Google Patents
Experimental method for earthquake fault simulation based on geotechnical centrifuge platform Download PDFInfo
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Abstract
The application provides an experimental method for earthquake fault simulation based on a geotechnical centrifuge platform, and relates to the technical field of earthquake disaster simulation. In the experimental process of the earthquake fault simulation, the method monitors the stress and the local deformation of the end part of the tunnel, the earth surface displacement and the acceleration of the field covering layer, the soil pressure, the operating quantity and the operating force of the horizontal actuating system, the surface crack fracture image and the field deformation image. According to the application, the earthwork centrifugal platform is used for simulating a supergravity environment, truly reducing the true stress state of rock and soil, and simultaneously acquiring the end stress and local deformation of a tunnel, the surface crack fracture image and the site deformation image in a simulated earthquake fault and a site covering layer, and the operating quantity and the operating force of a horizontal actuating system, so that the whole earthquake starting process caused by the movable fault fracture and the propagation effect of the earthquake in the site are simulated, and the dynamic response characteristic simulation experiment of the engineering structure under the fault crossing situation is realized.
Description
Technical Field
The application relates to the technical field of earthquake disaster simulation, in particular to an experimental method for earthquake fault simulation based on a geotechnical centrifuge platform.
Background
In recent years, along with the shift of the geographic gravity center of the capital construction of the economic construction of China, a large number of heavy projects (such as Qinghai-Tibet railways, sichuan-Tibet railways, western gas east transmissions and the like) are deployed and constructed in the southwest strong earthquake regions of China. However, the movable fracture structure in southwest areas of China is extremely complex and wide in distribution range, so that important projects cannot bypass the movable fracture zone, the construction safety of the projects is seriously threatened, the front research of the project structure crossing the fault direction is urgently needed to be carried out, and the method has great scientific value and project application prospect.
The rock-soil mass material has typical nonlinear mechanical behavior and is significantly affected by the stress state. The physical model test is widely applied to the research of earthquake disasters as the most common and effective research means. However, the conventional physical model test mostly adopts a scale model, is developed under a normal gravity environment, cannot accurately restore the original stress state of the rock-soil body, and obviously restricts the scientificity and engineering applicability of research results. Secondly, in the current seismic disaster research, a bottom vibrating table is mostly adopted to apply uniform vibration, and seismic effect evaluation is carried out by observing the dynamic response of a site or an engineering structure. The method is suitable for researching working conditions far away from faults, and cannot be suitable for researching earthquake resistance of engineering structures crossing faults. Finally, the key point of engineering site earthquake safety evaluation or engineering structure earthquake resistance evaluation is to obtain reasonable site vibration. Although a plurality of field vibration synthesis methods are proposed internationally at present based on actual measurement earthquake vibration records, the models cannot comprehensively reflect the earthquake vibration conditions possibly occurring in the future, and the root of the models is lack of physical simulation research on earthquake vibration mechanisms and propagation path effects, so that future field vibration prediction is severely restricted. In summary, aiming at the national western construction strategic requirement, when the current physical model test is used for researching the earthquake disaster crossing faults, the following defects exist:
first, the scale test under conventional gravity cannot reflect the true stress state of the rock-soil mass. The stress level of the reduced scale model test is obviously lower than that of a real state, and the mechanical behavior of a rock-soil body depends on the stress state, so that the engineering applicability and the scientificity of the research result are severely restricted.
Second, the method of bottom vibration table test vibration cannot simulate the scenario of engineering structures crossing faults. At present, the model test applies uniform vibration to the whole model through a bottom vibrating table, and the influence of fault dislocation effect on an engineering structure when crossing faults cannot be simulated.
Third, the site vibration synthesis model fails to take into account the source mechanism and propagation path effects. The current earthquake motion synthesis model is mostly established based on actual measurement earthquake motion record analysis, and a seismic source mechanism and a propagation path effect cannot be considered, so that future earthquake motion occurrence conditions of a site cannot be accurately and comprehensively reflected.
Therefore, a large model test system is needed to be developed, the real stress state of the rock-soil body is accurately restored, different fault fracture processes and site propagation effects are accurately simulated, and scientific basis is provided for earthquake resistance evaluation and site vibration synthesis of a cross-fault engineering structure.
Disclosure of Invention
The application aims to provide an experimental method for simulating an earthquake fault based on a geotechnical centrifuge platform, which simulates a gravity environment through the geotechnical centrifuge platform, truly reduces the true stress state of rock soil, simultaneously acquires end stress and local deformation of a tunnel in a simulated earthquake fault and a field covering layer, a surface crack fracture image and a field deformation image, and the operating quantity and acting force of a horizontal actuating system, so as to simulate the whole earthquake vibration process caused by movable fault fracture and the propagation effect of the earthquake in the field, and also realize the dynamic response characteristic simulation experiment of an engineering structure under the crossing fault situation.
In order to achieve the above purpose, the application provides an experimental method for simulating an earthquake fault based on a geotechnical centrifuge platform, wherein a model box is arranged on the geotechnical centrifuge platform, a containing space is arranged in the model box, a bottom support system, a simulated earthquake fault and a field covering layer are arranged in the containing space from bottom to top, a horizontal actuating system is arranged on the side surfaces of the simulated earthquake fault and the field covering layer, a tunnel is arranged in the field covering layer, and the tunnel penetrates through the field covering layer along the horizontal direction; the method comprises the following steps:
setting the actuation direction and actuation rate of the horizontal actuation system, and monitoring the end stress and local deformation of the tunnel, the ground surface displacement and acceleration and soil pressure of the field covering layer, and the actuation amount and actuation force of the horizontal actuation system in the experimental process of earthquake fault simulation;
in the experimental process of the earthquake fault simulation, acquiring a surface crack fracture image and a site deformation image of the simulated earthquake fault and a site covering layer through a high-speed camera facing the front surface of the model box;
determining deformation characteristics of the tunnel during the fault dislocation based on the stress and the local deformation of the end part of the tunnel;
determining a propagation change curve of vibration induced by the earthquake fault dislocation in the field covering layer based on the earth surface displacement, the acceleration and the earth pressure of the field covering layer;
adjusting the actuation direction and actuation rate of the horizontal actuation system based on the actuation amount and actuation force of the horizontal actuation system in combination with the ground displacement of the field cover layer;
and obtaining the site shearing band position and the site shearing band shape of the covering layer, and the tunnel fracture position and the fracture morphology when the earthquake fault moves based on the surface fracture image and the site deformation image.
The present application also provides a storage medium having stored thereon a computer program which, when called by a processor, causes the processor to perform the experimental method described above.
In one embodiment, the bottom support system is for supporting the horizontal actuation system, the simulated seismic fault, and the field cover;
the horizontal actuating system is used for applying horizontal thrust to the simulated seismic faults and the field coverage layer;
the simulated seismic faults are used for filling fault test blocks so as to simulate base strata of the seismic faults;
the field cover layer is used for filling sand layer materials on the simulated seismic faults so as to simulate soil layers of the seismic faults.
In one embodiment, the stepper motor in the horizontal actuation system is wired to a motion control box through which the direction and rate of actuation of the horizontal actuation system is set and adjusted.
In one embodiment, an accelerometer, a strain gauge and a soil pressure box are arranged on the tunnel, and the stress and the local deformation of the end part of the tunnel are monitored by monitoring the accelerometer, the strain gauge and the soil pressure box.
In one embodiment, a laser displacement meter is provided on the mold box, by which the surface displacement of the field coverage layer is monitored.
In one embodiment, a travel limiter is arranged on one side of the stepping motor facing the simulated earthquake fault, a spoke sensor is arranged on the horizontal actuating system, a flange plate is arranged on one side of the spoke sensor, which is close to the stepping motor, and when the flange plate is in contact with the travel limiter, the power supply of the stepping motor is cut off, and the horizontal actuating system stops moving.
In one embodiment, the bottom support system has a rigid support, an elastic support, an elevator support, and a motor support;
supporting a fault lower disc in the simulated seismic fault through the rigid support, and supporting a fault upper disc in the simulated seismic fault through the elastic support;
supporting a screw rod lifting device in the horizontal actuating system through the elevator bracket, and supporting a stepping motor in the horizontal actuating system through the motor support;
the heights of the rigid support and the elevator support are adjusted so that a fault floor in the simulated seismic fault is highly coordinated with the horizontal actuation system.
Drawings
FIG. 1 is a schematic view of an overall zoning of a system to which a geotechnical centrifuge platform based seismic fault simulation method according to the present application is applied;
FIG. 2 is an overall zoned elevation view of a system to which the geotechnical centrifuge platform based seismic fault simulation method according to the present application is applied;
FIG. 3 is a schematic overall front view of the components of a system to which the geotechnical centrifuge platform based seismic fault simulation method according to the present application is applied;
FIG. 4 is a side view of an overall partition of a system to which the geotechnical centrifuge platform based seismic fault simulation method according to the present application is applied;
FIG. 5 is a schematic overall side view of various components of a system to which the geotechnical centrifuge platform based seismic fault simulation method according to the present application is applied;
FIG. 6 is a schematic diagram of a horizontal actuation system in a system to which the method according to the application is applied;
FIG. 7 is the top surface of a mold box in a system to which the method according to the application is applied;
FIG. 8 is a schematic view of a bottom bracket system in a system to which the method of the present application is applied;
FIG. 9 is an overall schematic of a system to which the geotechnical centrifuge platform based seismic fault simulation method according to the present application is applied;
FIG. 10 is a schematic flow chart of a method according to the present application;
FIG. 11 is a schematic diagram of a system for use in connection with a wood-soil centrifuge platform in accordance with the method of the present application;
FIG. 12 is a plot of soil pressure increase across a tunnel at various fault dislocation speeds obtained after implementation of the method according to the present application;
fig. 13a and 13b show image data acquired by a high-speed camera after the method according to the application has been carried out.
Detailed Description
The following detailed description of various embodiments of the present application will be provided in connection with the accompanying drawings to provide a clearer understanding of the objects, features and advantages of the present application. It should be understood that the embodiments shown in the drawings are not intended to limit the scope of the application, but rather are merely illustrative of the true spirit of the application.
In the following description, for the purposes of explanation of various disclosed embodiments, certain specific details are set forth in order to provide a thorough understanding of the various disclosed embodiments. One skilled in the relevant art will recognize, however, that an embodiment may be practiced without one or more of the specific details. In other instances, well-known devices, structures, and techniques associated with the present application may not be shown or described in detail to avoid unnecessarily obscuring the description of the embodiments.
Throughout the specification and claims, unless the context requires otherwise, the word "comprise" and variations such as "comprises" and "comprising" will be understood to be open-ended, meaning of inclusion, i.e. to be interpreted to mean "including, but not limited to.
Reference throughout this specification to "one embodiment" or "an embodiment" means that a particular feature, structure, or characteristic described in connection with the embodiment is included in at least one embodiment. Thus, appearances of the phrases "in one embodiment" or "in an embodiment" in various places throughout this specification are not necessarily all referring to the same embodiment. Furthermore, the particular features, structures, or characteristics may be combined in any suitable manner in one or more embodiments.
As used in this specification and the appended claims, the singular forms "a," "an," and "the" include plural referents unless the context clearly dictates otherwise. It should be noted that the term "or" is generally employed in its sense including "or/and" unless the context clearly dictates otherwise.
In the following description, for the purposes of clarity of presentation of the structure and manner of operation of the present application, the description will be made with the aid of directional terms, but such terms as "forward," "rearward," "left," "right," "outward," "inner," "outward," "inward," "upper," "lower," etc. are to be construed as convenience, and are not to be limiting.
The first embodiment of the application relates to an earthquake fault simulation method based on a geotechnical centrifuge platform, which is applied to an earthquake fault simulation system based on the geotechnical centrifuge platform and can simulate the whole earthquake initiation process, propagation path effect and complex interaction of fault dislocation and engineering structure of faults under the real stress state.
As shown in fig. 1 and 4, the earthquake fault simulation system of the geotechnical centrifuge platform comprises a model box I arranged on the geotechnical centrifuge platform 7-10, wherein an accommodating space is formed in the model box I, a bottom support system V, a simulated earthquake fault IV and a site covering layer II are arranged in the accommodating space from bottom to top, and a horizontal actuating system III is arranged on the side surfaces of the simulated earthquake fault IV and the site covering layer II. The bottom support system V is used for supporting the horizontal actuating system III, the simulated earthquake fault IV and the site covering layer II. And the horizontal actuating system III is used for applying horizontal thrust to the simulated earthquake fault IV and the site covering layer II. And the simulated seismic faults IV are used for filling fault test blocks so as to simulate the base strata of the seismic faults. And the site covering layer II is used for filling sand layer materials on the simulated earthquake fault so as to simulate the soil layer of the earthquake fault. Therefore, the embodiment lays a solid foundation for such model test research based on the development of a large geotechnical centrifuge test platform by simulating the real stress state of the supergravity and the real reduced rock soil through the centrifuge. By arranging the simulated earthquake fault and the site covering layer, under the accurate control of the horizontal actuator, the whole earthquake vibration generating process caused by the movable fault fracture and the propagation effect in the site can be simulated, thereby laying a foundation for the site vibration synthesis model research taking the earthquake focus mechanism and the propagation path effect into consideration. Further, by directly setting the simulated earthquake faults under the engineering structure, the fault fracture mode is controlled, the complex earthquake working condition is realized, the defect that only uniform vibration can be applied through the bottom vibrating table in the traditional mode is overcome, and the corresponding dynamic characteristic of the engineering structure when crossing the faults is truly reproduced.
The model box I mainly comprises external rigid model box I, not only can provide horizontal counter-force support for horizontal actuating system III, makes things convenient for hoist and mount through installing rings simultaneously. As shown in fig. 2, 3 and 5, the model box i is a box body with an opening on the top surface formed by rigidly connecting four thick steel plates of two side plates (a left side plate 1-1 and a right side plate 2-11), a bottom plate 5-7 and a back plate 6, the two side plates, the bottom plate 5-7 and the back plate 6 are all steel plates, and a transparent organic glass panel is arranged on the front surface of the model box i. The top surface demountable installation of model case I has the pull rod system, the pull rod system is used for the hoist and mount model case I, the top surface is the top free face, realizes the multiple spot through the pull rod system and connects, overcomes the steel sheet and leads to the defect that tensile moment is not enough because the tie point is concentrated. As shown in FIG. 7, the model box I pull rod system comprises a threaded pull rod 1-3, a limit bolt 1-2 and a counter-force bolt 1-6, which are arranged at the top of the model box I and on the front empty face. The threaded pull rod 1-3 is installed by forming an internal threaded hole in the left side plate 1-1, and the internal threaded hole is connected with the threaded pull rod 1-3; the right side plate 2-11 is provided with a hole slightly larger than the diameter of the screw, and the reaction bolt 1-6 is screwed down to provide a reaction force. The pull rod system is detachable, so that the convenience of sample filling is improved. The pull rod at the middle position of the top comprises two lifting plates 1-4 which are used for being connected with a lifting ring of the centrifugal machine room crane to integrally lift the model box I into a rigid box in the centrifugal machine.
In order to control the internal forces and deformations of the steel members in different connection forms in each small deformation stage, the steel plates of the box body determine the connection form according to the stress condition. The side plates and the bottom plate are in a combined connection mode of bolts and double-side welding, and the bottom plate and the back plate are in a combined connection mode of bolts and single-side welding.
The horizontal actuating system III is positioned on the right side of the system of the embodiment, and can accurately apply horizontal thrust with different magnitudes to faults, so that the faults are accurately controlled to perform cyclic reciprocating motion in the horizontal direction. The horizontal actuating system III comprises a screw rod lifting device 2-10, a right angle speed reducer 3-1, a stepping motor 4-1 and an actuating control box 4-5. The screw rod lifting device 2-10 is used for applying horizontal thrust to the simulated earthquake fault IV and the site covering layer II. The step motor 4-1 is connected with the actuation control box 4-5 through a wire and is used for controlling the screw rod lifting device 2-10 to generate horizontal movement. The stepping motor 4-1 is connected with the right-angle speed reducer 3-1 through a transmission shaft 4-3, and the right-angle speed reducer 3-1 is used for reducing the rotating speed of the screw rod 2-6 in the screw rod lifting device 2-10. Under the condition that the power of the stepping motor 4-1 is unchanged, the right-angle speed reducer 3-1 increases the horizontal thrust by reducing the rotating speed and increasing the torque. The right-angle speed reducer 3-1 is connected with the screw rods 2-6 of the upper horizontal propeller and the lower horizontal propeller through gears, and drives the screw rods 2-6 to perform controllable horizontal movement. The screw rod 2-3 is connected with the touch panel 2-1 through the spoke sensor 2-4, and the three are connected in a mode of combining the pin and the internal thread. The spoke sensor 2-4 can acquire real-time thrust values and is connected with the motion control box 4-5 through a wire to provide control signals for stress control tests.
As shown in fig. 5 and 6, the screw lifting device 2-10 is provided with a contact panel 2-1, a loading panel 2-2, a spoke sensor 2-4, a flange plate 2-5, a screw 2-6, a rotating shaft 2-9, a travel limiter 2-7 and a lifter 2-10 in sequence along the horizontal direction. The touch panel 2-1 is directly in contact with the simulated fault to control the fault movement. One surface of the contact panel 2-1 is connected with the loading panel 2-2 through bolts 2-8, and the other surface of the contact panel is closely contacted with the simulated earthquake fault IV and the site covering layer II. The loading panel 2-2 is connected with the spoke sensor 2-4 through the pin 2-3, the spoke sensor 2-4 is connected with the flange plate 2-5 through the bolt 2-8, the center of the spoke sensor 2-4 is provided with an internal thread, the internal thread has force sensing performance, holes are formed in the periphery of the spoke sensor 2-4 without force sensing performance and in the corresponding position of the loading panel 2-2, the pin 2-3 is convenient to install, and the loading panel 2-2 and the spoke sensor 2-4 are respectively connected through the internal thread and the pin 2-3 in a combined mode. The pin combination only provides shearing strength, but does not provide tensile strength, so that the actuating force fed back by the sensor is guaranteed to be borne by the internal thread contact. The contact sides of the flange plate 2-5 and the spoke sensors 2-4 are grooved, and the sensors are placed in the grooved. And punching holes at the periphery of the spoke sensor 2-4 without the force measuring performance and the corresponding position of the flange plate 2-5, and forming internal threads, wherein the holes and the flange plate are respectively connected through bolt combination. The flange plate 2-5 and the screw rod 2-6 are fixedly connected, the screw rod 2-6 and the base of the lifter 2-10 are integrated mechanical devices, and the screw rod 2-6 only performs lifting action in the action process and is connected with the base in a sufficient length.
The base of the lifter 2-10, the right-angle speed reducer 3-1 and the stepping motor 4-1 are integrated into a whole through the rotating shaft 2-9 and the connector, and are fixed on the side plate and the back plate through the connecting disc 3-2 and the pin 2-3. The whole device is positioned on the right side of the device, so that the space utilization efficiency is greatly optimized. The lifter 2-10 drives the rotating shaft 2-9 and the screw rod 2-6 to move so as to generate horizontal thrust, and the horizontal thrust pushes the simulated earthquake fault IV or the site covering layer II contacted with the contact panel 2-1. The travel limiter 2-7 is arranged on the surface of the lifter 2-10 facing the flange plate 2-5, and plays a role in limiting the horizontal movement of the lifter 2-10, and when the travel limiter 2-7 touches the flange plate 2-5, the horizontal movement of the lifter 2-10 is stopped. For example, a flange plate 2-4 is arranged on one side of the spoke sensor 2-4, which is close to the stepping motor 4-1, and when the flange plate 2-4 is contacted with the 2-7 stroke limiting device, the power supply of the stepping motor 4-1 is automatically cut off, the horizontal movement is stopped, and the safety of a test system is ensured.
Specifically, the contact panel 2-1 controls the whole horizontal actuating displacement to be consistent, the loading panel 2-2 is connected with the spoke sensor 2-4 through the combination of the pin 2-3 and the internal thread, the internal thread provides normal rigidity, and accurate feedback of horizontal thrust is realized. The accurate positioning and speed regulation are realized by controlling the number of pulses and the frequency of the stepping motor 4-1 and controlling the operation quantity and speed. The rotating speed is reduced through the right-angle speed reducer 3-1, so that the high actuating capacity of the screw rod 2-6 at a lower speed can be met. The working state of the horizontal actuating system III can be obtained by combining the force feedback of the spoke sensors 2-4, and the actuating rate is regulated in the centrifuge main control room through the control box 4-5. When the bottom of the flange plate 2-5 touches the travel limiter 2-6, the control box 4-5 automatically stops the stepping motor 4-1, so that the accurate control of the actuating travel of the screw rod 2-6 is realized, and the contact with the side plate of the aluminum alloy model box I of the centrifugal machine is avoided.
The bottom support system v mainly comprises an aluminum rigid support, a steel spring support and an elevator rigid support. The rigid support places the sample at a relatively fixed height and the spring support provides a space for movement of the sample. The elevator bracket fixes the position of the horizontal actuating force point, so that the counter force of the screw elevator is close to the position, and the actuating capacity is exerted to the greatest extent. That is, the bottom support system v includes a rigid support for supporting the fault lower plate in the simulated seismic fault iv, an elastic support for supporting the fault upper plate in the simulated seismic fault iv, a lifter support for supporting the screw rod lifter in the horizontal actuating system iii, and a motor support for supporting the stepper motor in the horizontal actuating system iii. The support and the elevator support of the bottom support system V are connected with the steel plate through bolts, the rear side is clung to the back plate, a gap is reserved between the front side and the side of the organic glass panel, and a threaded pull rod is installed. The bottom support system V can reduce impact effect in the test process and accurately adjust the vertical space position of the fault. As shown in fig. 5 and 8, the bottom support system V is composed of an aluminum rigid support 5-1, a steel spring support 5-2, a shock absorbing rubber pad 5-3, a back-up pad 5-4, an elevator bracket 5-5, a motor support 5-6, and a bottom plate 5-7. The aluminum rigid support 5-1 is used for supporting the fault lower disc; the spring bracket 5-2 is used for supporting the fault upper disc and allowing the upper disc to move within a certain range; the rigid bracket 5-5 is used for supporting the horizontal actuating device; the box base 5-6 is used for supporting the weight of the whole horizontal actuator. Specifically, the bottom of the horizontal actuating system III is provided with an elevator bracket 5-5, and the height of the elevator bracket 5-5 is changed by adjusting the height of a screw of the elevator bracket, thereby changing the horizontal actuating system III. Correspondingly, the height of the rigid support 5-1 at the bottom of the lower disc of the simulated earthquake fault IV is coordinated with the height of the horizontal actuating system III; the bottom of the upper disc of the simulated earthquake fault IV is provided with a steel spring support 5-2 which can adaptively adjust the height of the upper disc to be coordinated with the height of the horizontal actuating system III.
In the area of the field cover layer II and the simulated seismic fault IV, the fracture, the friction excitation strength and the fracture mode of various geological materials can be explored by filling samples of different materials and types. Specifically, the site cover layer II can be made of rock-soil similar materials meeting similar design requirements, and different sites can be simulated by controlling thickness and composition. The simulated earthquake fault IV can be manufactured by blocks with different materials, inclination angles, trend, surface roughness and the like, and the accurate simulation of different movable faults is realized. The rubber cushion layer is arranged on the contact surface of the model box I and the simulated earthquake fault IV to realize damping and filtering, so that the collision vibration of the sample and the device in the test process can be effectively reduced, and the test error is reduced. In some examples, the rubber mat and the box contacting side are glued, and the sample contacting side is coated with petrolatum to reduce friction.
And tunnels are respectively arranged in the field covering layer II and penetrate through the field covering layer II along the horizontal direction. In this embodiment, the simulated earthquake fault IV is poured by cement mortar, the site cover layer II is poured by an ISO standard sand layer, and different types of tunnel structures are arranged in the site cover layer II, and the directions of the tunnel structures are all directions crossing the fault.
The omnibearing three-dimensional monitoring system comprises a high-speed camera, an acceleration sensor, a soil pressure box, a displacement sensor, a spoke sensor, a strain gauge and the like, and also comprises a remote connection computer, so that the characteristics of fault dislocation process, site vibration, engineering structure dynamic response and the like can be accurately recorded. As shown in fig. 9, the omnibearing stereo monitoring system vi is composed of various sensor monitoring systems, and generally comprises a laser displacement meter 7-1 (and a displacement meter bracket 7-2), an accelerometer 7-3, a soil pressure box 7-5, a strain gauge 7-6, a high-speed camera 7-9 and the like. The laser displacement meter 7-1 is arranged on the pull rod system of the model box I to monitor horizontal displacement and vertical displacement of the ground surface of the site covering layer II, the accelerometer 7-3 and the soil pressure box 7-5 are respectively arranged in sand layer materials near the tunnel to monitor the sand layer materials, the strain gauge 7-6 is arranged on the vault and the vault bottom of the tunnel to monitor strain difference between the vault and the vault bottom of the tunnel, and the high-speed camera 7-9 is arranged on the geotechnical centrifuge platform and faces the front surface of the model box. The laser displacement meter 7-1, the accelerometer 7-3, the soil pressure box 7-5, the strain gauge 7-6 and the high-speed camera 7-9 are all connected with the computer 7-11 in a remote communication mode.
As shown in fig. 10, the specific flow of the method in this embodiment is as follows:
s101, setting the actuating direction and the actuating rate of the horizontal actuating system, and monitoring the stress and the local deformation of the end part of the tunnel, the earth surface displacement and the acceleration of the field covering layer and the soil pressure, and the actuating quantity and the actuating force of the horizontal actuating system in the experimental process of the earthquake fault simulation.
S102, acquiring surface crack fracture images and site deformation images of the simulated earthquake fault and the site covering layer through a high-speed camera facing the front surface of the model box in the experimental process of the earthquake fault simulation.
S103, determining deformation characteristics of the tunnel during the fault dislocation based on the stress and the local deformation of the end part of the tunnel;
in some examples, S103 is followed by a sub-step of determining a propagation profile of the seismic fault dislocation induced vibrations in the field cover based on the ground surface displacement and acceleration and earth pressure of the field cover. The propagation change curve reflects the propagation effect of vibration induced by the fault dislocation of the earthquake on the field covering layer, such as a soil pressure increment curve at two ends of a tunnel under the fault dislocation effect, bending shear strain curves at different positions (such as 0.325 and 0.55) of the tunnel under the fault dislocation effect, and vertical displacement change curves of the earth surface at different positions (such as 0.23, 0.37 and 0.46) of the tunnel under different fault dislocation working conditions.
S104, adjusting the actuating direction and the actuating speed of the horizontal actuating system based on the actuating quantity and the actuating force of the horizontal actuating system and combining the ground surface displacement of the field covering layer.
And S105, obtaining the site shearing band position and the site shearing band shape of the covering layer, and the tunnel fracture position and the crack morphology when the earthquake fault is in dislocation based on the surface crack fracture image and the site deformation image.
Specifically, the stress and the local deformation of the end part of the tunnel are respectively obtained through soil pressure boxes embedded at two ends of the tunnel and strain gauges adhered to the surface of the tunnel. And obtaining the real-time stress state of the tunnel when the earthquake fault moves based on the stress of the tunnel end part observed by the soil pressure box. Based on the strain gage connected on the full bridge on the tunnel surface, local deformation such as tunnel axial, circumferential strain, bending shear strain and the like is obtained, and tunnel surface stress is obtained by further combining Hooke's law. And integrating the stress and the local deformation of the tunnel end to reveal the deformation characteristics and the damage mode of the cross-fault tunnel during the fault movement of the earthquake.
The surface displacement, acceleration and soil pressure of the field covering layer are distributed through a laser displacement sensor arranged at the top, an acceleration sensor arranged in the field covering layer and a soil pressure box. And obtaining the field deformation characteristic during the fault movement of the earthquake based on the surface displacement of the field covering layer. Based on the acceleration of the field covering layer, a time and space distribution rule of earthquake fault dislocation induced earthquake and a distribution characteristic of the time and frequency domain are obtained, so that the propagation effect of earthquake waves in the field is clarified. And obtaining the dynamic behavior of the soil body under the fault dislocation of the earthquake based on the soil pressure of the field covering layer.
The actuating quantity and actuating force of the horizontal actuating system are respectively obtained through a laser displacement sensor and a spoke sensor. Based on the actuating quantity and actuating force of the horizontal actuating system, the real-time working state of the horizontal actuator can be obtained, meanwhile, the real-time working state is used as an input signal of a controller of the horizontal actuating system of the main control room, and the number and frequency of pulses of the stepping motor are adjusted in combination with the set control mode, so that accurate earthquake fault motion control is realized.
The surface crack image and the field pattern pass through a high-speed camera arranged on the front surface of the model box. And analyzing the surface crack image and the field graph to obtain the position and the shape of a shear band of the coverage layer field and the fracture position and the crack morphology of the tunnel when the earthquake fault is dislocated, revealing the complex coupling interaction behavior between the simulated earthquake fault and the coverage layer of the field and the tunnel, and laying a foundation for understanding the tunnel destruction mode and the optimal design thereof.
In the following, taking an earthquake resistance study test of a tunnel structure in a near-fault field as an example, the field vibration response and the interaction process between the field vibration response and the tunnel structure under different fault dislocation working conditions are explored. The specific operation flow of the application is as follows:
s1, placing a model box I on the ground, sequentially installing a bottom support system V and a horizontal actuating system III into the model box I, and testing the working performance of the model box I.
S2, placing the prepared fault test block with a certain inclination angle into a simulated earthquake fault zone IV, and respectively punching holes on the top of a fault bedrock (marked as an acquisition system elevation surface 7-7 layers 0) and arranging an accelerometer 7-3 and a soil pressure box 7-5.
S3, installing the panel 1-7, and wrapping the gaps between the panel 1-7 and the fault test block by using a rubber film to allow the horizontal movement of the panel 1-7 in the centimeter level.
S4, manufacturing two tunnels 7-4 by adopting different materials and different design methods, adhering full-bridge strain gages on the surfaces of the tunnels, and measuring strain differences of the arch crown and the arch bottom of the tunnels.
S5, paving standard sand to fill the site covering layer II to a certain depth (namely the elevation surface 7-7 layers 1 and 2 of the acquisition system, as shown in fig. 9), arranging tunnel models with attached strain gauges at the same depth and relative position in the site covering layer II, wherein the trend is to pass through faults, and realizing horizontal action loading under the same site and fault movement state.
S6, arranging an accelerometer 7-3 and a soil pressure box 7-5 on the collecting system elevation surface 7-7 layer 1 and the collecting system elevation surface 7-7 layer 2 respectively, and at the moment, rigidly sealing two ends of a tunnel 7-4 structure, and adhering sensors to two ends of the tunnel 7-4 by using quick-drying adhesive.
S7, paving a standard sand filling site covering layer II to reach a ground surface elevation design value (recorded as an acquisition system elevation surface 7-7 layers 3), and arranging 1 accelerometer 7-3 and soil pressure box 7-5 respectively.
S8, screwing up the threaded pull rods 1-3 by the counter-force bolts 1-6, sealing the model box I, connecting the hoisting holes 1-5 on the hoisting plate 1-4 with the hoisting rings of the crane, and putting the model box I into the aluminum alloy model box of the centrifugal machine.
S9, installing a laser displacement meter 7-1 on the centrifugal machine model box, and monitoring vertical and horizontal displacement. And loading the centrifugal machine model box crane on the plane 7-10 of the centrifugal machine vibration table. A custom camera mount 7-8 is installed and a high speed camera 7-9 is secured, with a high power light strip installed to provide a light source.
S10, all sensors (such as FIG. 8), data collectors and control devices and an actuation control box 4-5 are connected and debugged according to the principle of FIG. 11. Specifically, in the centrifuge chamber, a fault actuator in the horizontal actuating system is connected with an electrohydraulic servo valve, and then enters an amplifier to amplify signals, and then enters a collecting ring together with data acquired by a data acquisition device, and then is transmitted to a control cabinet of a main control by the collecting ring.
S11, starting a static and dynamic acquisition system of the centrifugal machine, starting a control box 4-5, starting the geotechnical centrifugal machine, and observing whether a curve in the process that the rotation speed of the centrifugal machine reaches a preset value is normal or not.
S12, starting a test according to a test scheme, changing the action direction and the action rate in a main control room through a control box 4-5 to obtain real-time acceleration of different heights of a field covering layer II, end stress, local deformation, surface displacement, action quantity and action force of tunnels of different materials, and monitoring surface crack breakage and field deformation states through a panel.
S13, ending the test. And sequentially closing the centrifuge dragging device, the oil pump and the power switch according to the use requirement of the centrifuge, closing an actuator of the device and the acquisition system, and guiding out multi-source monitoring data and continuous images.
S14, the model box I is lifted out of the centrifugal machine and the large model box in two steps, the threaded pull rod 1-3 is disassembled, the damage states of the two types of tunnels 7-4 in the field covering layer II are photographed in situ and recorded and kept, and 3D scanning analysis is carried out on fracture morphology.
S15, removing all materials and the sensor. And determining whether to perform dynamic response test of the coupling structure or not according to the test purpose, and repeating S2-S14 according to the test scheme.
Through the experiment, the soil pressure increment curves at the two ends of the tunnel at different fault dislocation speeds can be obtained as shown in fig. 12, wherein TY-1 and TY-2 respectively represent the soil pressure curve of one non-rigid tunnel in the two tunnels, and TY-3 represents the soil pressure curve of the other rigid tunnel. As shown in fig. 13a and 13b, the image data acquired by the high-speed camera shows the field layered deformation effect and the field shear band inversion image under the fault dislocation effect, wherein fig. 13a shows the inner black sand downshifting under the fault dislocation image, and fig. 13b shows the fault dislocation influence region and the shear band inversion image.
While the preferred embodiments of the present application have been described in detail above, it should be understood that aspects of the embodiments can be modified, if necessary, to employ aspects, features and concepts of the various patents, applications and publications to provide yet further embodiments.
These and other changes can be made to the embodiments in light of the above detailed description. In general, in the claims, the terms used should not be construed to be limited to the specific embodiments disclosed in the specification and the claims, but should be construed to include all possible embodiments along with the full scope of equivalents to which such claims are entitled.
Claims (8)
1. The experimental method for the earthquake fault simulation based on the geotechnical centrifuge platform is characterized in that a model box is arranged on the geotechnical centrifuge platform, an accommodating space is formed in the model box, a bottom support system, a simulated earthquake fault and a field covering layer are arranged in the accommodating space from bottom to top, a horizontal actuating system is arranged on the side surfaces of the simulated earthquake fault and the field covering layer, and a tunnel is arranged in the field covering layer and penetrates through the field covering layer along the horizontal direction; the method comprises the following steps:
setting the actuation direction and actuation rate of the horizontal actuation system, and monitoring the end stress and local deformation of the tunnel, the ground surface displacement and acceleration and soil pressure of the field covering layer, and the actuation amount and actuation force of the horizontal actuation system in the experimental process of earthquake fault simulation;
in the experimental process of the earthquake fault simulation, acquiring a surface crack fracture image and a site deformation image of the simulated earthquake fault and a site covering layer through a high-speed camera facing the front surface of the model box;
determining deformation characteristics of the tunnel during the fault dislocation based on the stress and the local deformation of the end part of the tunnel;
determining a propagation change curve of vibration induced by the earthquake fault dislocation in the field covering layer based on the earth surface displacement, the acceleration and the earth pressure of the field covering layer;
adjusting the actuation direction and actuation rate of the horizontal actuation system based on the actuation amount and actuation force of the horizontal actuation system in combination with the ground displacement of the field cover layer;
and obtaining the site shearing band position and the site shearing band shape of the covering layer, and the tunnel fracture position and the fracture morphology when the earthquake fault moves based on the surface fracture image and the site deformation image.
2. The geotechnical centrifuge platform based seismic fault simulation experiment method of claim 1, wherein the bottom support system is used to support the horizontal actuation system, the simulated seismic fault and the site cover layer;
the horizontal actuating system is used for applying horizontal thrust to the simulated seismic faults and the field coverage layer;
the simulated seismic faults are used for filling fault test blocks so as to simulate base strata of the seismic faults;
the field cover layer is used for filling sand layer materials on the simulated seismic faults so as to simulate soil layers of the seismic faults.
3. The geotechnical centrifuge platform-based earthquake fault simulation experiment method according to claim 2, wherein a stepping motor in the horizontal actuating system is connected with a motion control box through a wire, and the actuating direction and the actuating rate of the horizontal actuating system are set and adjusted through the motion control box.
4. The geotechnical centrifuge platform-based earthquake fault simulation experiment method according to claim 2, wherein an accelerometer, a strain gauge and a soil pressure box are arranged on the tunnel, and the end stress and the local deformation of the tunnel are monitored by monitoring the accelerometer, the strain gauge and the soil pressure box.
5. The geotechnical centrifuge platform-based seismic fault simulation experiment method according to claim 2, wherein a laser displacement meter is provided on the model box, and the ground displacement of the field covering layer is monitored through the laser displacement meter.
6. The experimental method for simulating earthquake faults based on a geotechnical centrifuge platform according to claim 3, wherein a stroke limiter is arranged on one side of the stepping motor facing the simulated earthquake faults, a spoke sensor is arranged on the horizontal actuating system, a flange plate is arranged on one side, close to the stepping motor, of the spoke sensor, when the flange plate is in contact with the stroke limiter, the power supply of the stepping motor is cut off, and the horizontal actuating system stops moving.
7. The geotechnical centrifuge platform based earthquake fault simulation experiment method according to claim 2, wherein a rigid support, an elastic support, an elevator support and a motor support are arranged in the bottom support system;
supporting a fault lower disc in the simulated seismic fault through the rigid support, and supporting a fault upper disc in the simulated seismic fault through the elastic support;
supporting a screw rod lifting device in the horizontal actuating system through the elevator bracket, and supporting a stepping motor in the horizontal actuating system through the motor support;
the heights of the rigid support and the elevator support are adjusted so that a fault floor in the simulated seismic fault is highly coordinated with the horizontal actuation system.
8. A storage medium having stored thereon a computer program which, when called by a processor, causes the processor to perform the experimental method according to any of claims 1 to 7.
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