Underground structure test device and method for simulating diastrophism-earthquake coupling effect

Abstract

The invention belongs to the technical field of geotechnical engineering, and discloses an underground structure test device and method for simulating a diastrophism-earthquake coupling effect, and the device comprises a layered shear box, an upper disc bearing base, an upper disc bearing plate and a jack; the layered shear box is placed on the vibration test bed, and a simulated soil body is arranged in the layered shear box; wherein an underground structure model is placed in the simulated soil body in advance; the upper disc bearing base is arranged in the layered shear box and is arranged at the bottom of an upper disc of the simulated soil body; the upper disc bearing plate is horizontally laid on the top surface of the upper disc bearing base, and the top surface of the upper disc bearing plate is in contact with the upper disc bottom of the simulated soil body; the jack is vertically arranged in the upper disc bearing base and is used for applying a load in the vertical direction to the upper disc bearing plate; according to the invention, the real simulation of the mechanical response of the simulated soil body under the action of fault or ground fracture dislocation and earthquake coupling is realized, the accuracy and authenticity of the simulation test result are effectively improved, and the safety of the underground structure is further ensured.

Description

Technical Field

[0001] The invention belongs to the technical field of geotechnical engineering, and in particular relates to an underground structure test device and method for simulating dislocation-earthquake coupling. Background Art

[0002] With the rapid development of economy and the sharp increase of urban population, the population density and urban building density are increasing, and the available ground area is gradually decreasing. Therefore, the utilization of underground space has attracted more and more attention. Underground structures such as subways, tunnels and underground comprehensive pipelines can make full use of urban underground space and promote the intensive, efficient and transformative development of cities, and thus have received widespread attention.

[0003] However, while underground structures significantly improve the utilization rate of urban space, their construction process will inevitably pass through complex geological environments such as fault zones or ground fissures. In recent years, disasters involving underground structures across active fault zones or ground fissures have become common due to earthquakes and the dislocation of faults or ground fissures. Therefore, how to ensure the safety of underground structures in complex geological environments has become a difficult problem that needs to be solved urgently.

[0004] At present, most of the equipment commonly used for underground structure model tests under fault or ground fissure conditions adopts rigid soil boxes or layered shear boxes. Among them, rigid soil boxes can only be used to simulate underground structure tests under fault or ground fissure dislocation conditions because the internal soil cannot undergo shear deformation. Although the layered shear box can simulate the shear deformation of its internal soil under earthquake conditions, and is used to explore the seismic response of underground structures under fault or ground fissure conditions, it cannot directly simulate the dislocation effect of faults or ground fissures due to its structural structure. Model test research under the combined action of fault or ground fissure dislocation and earthquake is particularly important for further understanding the mechanical response of underground structures under the combined action of fault or ground fissure dislocation and earthquake. Therefore, the existing underground structure model test equipment cannot truly simulate the existing underground structure, resulting in large errors in the test results. Summary of the invention

[0005] In view of the technical problems existing in the prior art, the present invention provides an underground structure test device and method for simulating dislocation-earthquake coupling, so as to solve the technical problem that the existing underground structure model test equipment cannot truly simulate the existing underground structure, resulting in large errors in the test results.

[0006] In order to achieve the above object, the technical solution adopted by the present invention is: The present invention provides an underground structure test device for simulating the dislocation-earthquake coupling effect, comprising a layered shear box, an upper plate bearing base, an upper plate bearing plate and a jack; the layered shear box is placed on a vibration test bench, and a simulated soil body is arranged in the layered shear box; wherein an underground structure model is pre-placed in the simulated soil body; The upper plate load-bearing base is arranged in the layered shear box and placed at the bottom of the upper plate of the simulated soil; the upper plate load-bearing plate is horizontally laid on the top surface of the upper plate load-bearing base, and the top surface of the upper plate load-bearing plate is in contact with the bottom of the upper plate of the simulated soil; the jack is vertically arranged in the upper plate load-bearing base, and is used to apply a vertical load to the upper plate load-bearing plate.

[0007] Furthermore, the upper plate load-bearing base includes a rectangular steel plate frame, four baffle strips and a square load-bearing seat; The rectangular steel plate frame is vertically arranged inside the layered shear box and placed at the bottom of the upper plate of the simulated soil; wherein the first end plate of the rectangular steel plate frame is closely arranged with the first end of the layered shear box, and the two side plates of the rectangular steel plate frame are closely arranged with the two side parts of the layered shear box respectively; the square bearing seat is vertically arranged at the inner center of the rectangular steel plate frame, and the upper plate bearing plate is horizontally arranged at the top of the rectangular steel plate frame; The four baffle strips are arranged parallel to the first end plate of the rectangular steel plate frame, and the four baffle strips are arranged at intervals inside the rectangular steel plate frame; two of the baffle strips are located on one side of the square load-bearing seat, and the other two baffle strips are located on the other side of the square load-bearing seat.

[0008] Furthermore, there are four jacks, which are vertically arranged and distributed in a rectangular array inside the rectangular steel plate frame; two of the jacks are spaced apart between two of the baffle strips, and the other two jacks are spaced apart between the other two baffle strips.

[0009] Furthermore, the upper plate load-bearing base also includes a limiting vertical plate; the limiting vertical plate is vertically arranged on the side of the second end plate of the rectangular steel plate frame, and is arranged along the length direction of the second end plate of the rectangular steel plate frame; wherein the height of the limiting vertical plate is greater than the height of the second end plate of the rectangular steel plate frame; the first end of the upper plate load-bearing plate is arranged close to the first end portion of the layered shear box, and the second end of the upper plate load-bearing plate is arranged close to one side of the inner wall of the limiting vertical plate.

[0010] Furthermore, it also includes a temporary load-bearing frame; the temporary load-bearing frame is horizontally arranged between the rectangular steel plate frame and the upper plate load-bearing plate; wherein the temporary load-bearing frame is used to temporarily support the simulated soil during the simulated soil filling stage.

[0011] Furthermore, the layered shear box comprises a plurality of rectangular steel frames; the plurality of rectangular steel frames are stacked up and down, and two adjacent rectangular steel frames are connected together by slide rails.

[0012] Further, the temporary load-bearing frame includes a first steel plate strip, a second steel plate strip, a first threaded rod and a second threaded rod; The first steel plate strip is horizontally arranged on the top of the first end plate of the rectangular steel plate frame and is placed below the bottom surface of the first end of the upper plate load-bearing plate; the first threaded rod is horizontally arranged on the side of the first steel plate strip and is arranged close to the center of the rectangular steel plate frame; wherein the two ends of the first threaded rod pass through the gap between two rectangular steel frames of the layered shear box and extend to the outside of the side of the layered shear box; The second steel plate strip is horizontally arranged on the top of the second end plate of the rectangular steel plate frame and is placed below the bottom surface of the second end of the upper plate load-bearing plate; the second threaded rod is horizontally arranged on the side of the second steel plate strip and is arranged close to the center side of the rectangular steel plate frame; wherein, the two ends of the second threaded rod pass through the gap between two of the rectangular steel frames of the layered shear box and extend to the outside of the side of the layered shear box.

[0013] Furthermore, the temporary load-bearing frame further includes a third threaded rod, a fourth threaded rod and a temporary base; The temporary base is arranged on the top of the square load-bearing seat, and the third threaded rod and the fourth threaded rod are symmetrically arranged on both sides of the temporary base; wherein, the third threaded rod and the fourth threaded rod are parallel to the first steel plate strip, and both ends of the third threaded rod pass through the gap between two rectangular steel frames of the layered shear box and extend to the outside of the side of the layered shear box, and both ends of the fourth threaded rod pass through the gap between two rectangular steel frames of the layered shear box and extend to the outside of the side of the layered shear box.

[0014] Furthermore, the temporary load-bearing frame further comprises a first steel plate short strip and a second steel plate short strip; The first steel plate short strip is arranged at the top of the first side of the rectangular steel plate frame and is placed below the first side bottom surface of the upper plate load-bearing plate; wherein the first steel plate short strip is arranged along the first side direction of the rectangular steel plate frame and is located between the first end of the third threaded rod and the first end of the fourth threaded rod; The second steel plate short strip is arranged at the top of the second side edge of the rectangular steel plate frame and is placed below the second side bottom surface of the upper plate load-bearing plate; wherein, the second steel plate short strip is arranged along the second side edge direction of the rectangular steel plate frame and is located between the second end of the third threaded rod and the second end of the fourth threaded rod.

[0015] The present invention also provides an underground structure test method for simulating the effect of dislocation-earthquake coupling, using the underground structure test method for simulating the effect of dislocation-earthquake coupling; Wherein, the underground structure test method comprises: The layered shear box is placed on the vibration test bench, and the upper plate bearing base is placed inside the layered shear box; then, the jack is arranged inside the upper plate bearing base; then, the upper plate bearing plate is laid on the top of the upper plate bearing base; thus, the underground test device is assembled; Performing soil filling operation in the layered shear box to form a simulated soil body; The jack and the vibration test bench are controlled to work according to a preset test process and record test data; wherein, a vertical load is applied to the upper plate bearing plate by the jack to simulate the dislocation effect of the fault; and a vibration load is applied to the layered shear box by the vibration test bench to simulate the earthquake effect.

[0016] Compared with the prior art, the present invention has the following beneficial effects: The present invention provides an underground structure test device for simulating the coupling effect of dislocation and earthquake. The upper plate bearing base is placed in a layered shear box, and the upper plate bearing plate is horizontally laid on the top surface of the upper plate bearing base. A jack in the upper plate bearing base is used to apply a vertical load to the upper plate bearing plate to simulate the dislocation effect of a fault or a ground fissure. The layered shear box is placed on a vibration test bench, and a vibration load is applied to the layered shear box through the vibration test bench to simulate the shear deformation of the simulated soil inside the layered shear box under the condition of an earthquake. Through the coordinated action of the vibration test bench, the layered shear box, the upper plate bearing plate and the jack, a true simulation of the mechanical response of the simulated soil under the coupling effect of the dislocation of the fault or the ground fissure and the earthquake is achieved, thereby effectively improving the accuracy and authenticity of the simulation test results, thereby ensuring the safety of the underground structure.

[0017] Furthermore, by setting a temporary load-bearing frame between the rectangular steel plate frame and the upper plate load-bearing plate, the temporary load-bearing frame is used to temporarily support the simulated soil during the simulated soil filling stage, thereby ensuring the reliability and safety of the device. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0019] Figure 1 A schematic diagram of the internal structure of the underground structure test device provided by the present invention; Figure 2 It is a structural schematic diagram of the layered shear box in the present invention; Figure 3 It is a structural schematic diagram of the upper plate load-bearing base in the present invention; Figure 4 It is a schematic diagram of the structure of the temporary load-bearing frame in the present invention; Figure 5 It is a schematic diagram of the structure of the upper plate bearing plate in the present invention.

[0020] Among them, 1 is a layered shear box, 2 is an upper plate load-bearing base, 3 is a temporary load-bearing frame, 4 is an upper plate load-bearing plate; 11 is a rectangular steel frame; 21 is a rectangular steel plate frame, 22 is a baffle strip, 23 is a square load-bearing seat, 24 is a limiting vertical plate, 25 is an oil pipe through hole; 31 is a first steel plate long strip, 32 is a second steel plate long strip, 33 is a first threaded rod, 34 is a second threaded rod, 35 is a third threaded rod, 36 is a fourth threaded rod, 37 is a first steel plate short strip, 38 is a second steel plate short strip, and 39 is a temporary base. DETAILED DESCRIPTION

[0021] In order to make the technical problems, technical solutions and beneficial effects solved by this application clearer, the technical solutions in the embodiments of this application will be described clearly and completely in combination with the drawings in the embodiments of this application; obviously, the described embodiments are only part of the embodiments of this application, not all of them. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0022] As attached Figure 1-5 As shown, in the present invention, taking the upper plate of simulated soil as the dislocation plate as an example, an underground structure test device for simulating dislocation-earthquake coupling is provided, including a vibration test bench, a layered shear box 1, an upper plate bearing base 2, a temporary bearing frame 3, an upper plate bearing plate 4 and a jack.

[0023] The layered shear box 1 is placed on the vibration test bench, and a simulated soil is arranged in the layered shear box 1; wherein the vibration test bench is used to apply a vibration load to the layered shear box 1 to simulate the shear deformation of the simulated soil inside it under an earthquake condition; the simulated soil includes a soil structure filled in the layered shear box 1 and an underground structure model buried in the soil structure, and a simulated fault or simulated ground fissure is also preset in the simulated soil; the upper plate bearing base 2 is arranged in the layered shear box 1 and is placed at the bottom of the upper plate of the simulated soil ; The upper plate load-bearing plate 4 is horizontally laid on the top surface of the upper plate load-bearing base 2, and the top surface of the upper plate load-bearing plate 4 is in contact with the bottom of the upper plate of the simulated soil; the temporary load-bearing frame 3 is horizontally arranged between the upper plate load-bearing base 2 and the upper plate load-bearing plate 4, and the temporary load-bearing frame 3 is used to temporarily support the simulated soil during the simulated soil filling stage; the jack is vertically arranged in the upper plate load-bearing base 2, and the jack is used to apply a vertical load to the upper plate load-bearing plate 4 to simulate the dislocation effect of a preset fault or ground fissure in the soil.

[0024] In the present invention, the layered shear box 1 includes a plurality of rectangular steel frames 11, and the plurality of rectangular steel frames 11 are stacked up and down; wherein, two adjacent rectangular steel frames 11 are connected together by a slide rail, and the slide rail is arranged between the two adjacent rectangular steel frames 11 so that relative displacement can be generated between the two adjacent rectangular steel frames 11, thereby truly simulating the horizontal shear effect of the simulated soil; preferably, the layered shear box 1 is composed of 13 layers of rectangular steel frames 11 stacked up and down in sequence, and the internal size characteristics of the layered shear box 1 are: length × width × height = 3.0m × 1.5m × 1.5m.

[0025] In the present invention, the upper plate load-bearing base 2 includes a rectangular steel plate frame 21, four baffle strips 22, a square load-bearing seat 23 and a limiting vertical plate 24; the rectangular steel plate frame 21 is vertically arranged inside the layered shear box 1 and placed at the bottom of the upper plate of the simulated soil; the first end plate of the rectangular steel plate frame 21 is tightly arranged with the first end of the layered shear box 1, and the two side plates of the rectangular steel plate frame 21 are respectively tightly arranged with the two side parts of the layered shear box 1.

[0026] Specifically, the rectangular steel plate frame 21 includes a first end plate, a second end plate, a first side plate and a second side plate, the first end plate, the second end plate, the first side plate and the second side plate are all arranged vertically, and are spliced ​​end to end in sequence to form a hollow rectangular frame structure; wherein, the first end plate is tightly arranged with the first end portion of the layered shear box 1, the second end plate is arranged close to the bottom center of the layered shear box 1, the first side plate is tightly arranged with the first side inner wall of the layered shear box 1, and the second side plate is tightly arranged with the second side inner wall of the layered shear box 1; preferably, the rectangular steel plate frame The size characteristics of 21 are: length × width = 1.5m × 1.49m, the height of the rectangular steel plate frame 21 is adapted to the initial height of the jack, and the thicknesses of the first end plate, the second end plate, the first side plate and the second side plate are all 5cm; wherein, the width of the rectangular steel plate frame 21 is set to 1.49m so that the rectangular steel plate frame 21 can be placed in the layered shear box 1; a plurality of oil pipe through holes 25 are provided on the second end plate of the rectangular steel plate frame 21, and the oil pipe through holes 25 are used to lead the oil supply pipeline of the jack to the outside of the rectangular steel plate frame 21.

[0027] The square load-bearing seat 23 is vertically arranged at the inner center of the rectangular steel plate frame 21, and the square load-bearing base 23 is used to support the upper plate load-bearing plate 4; preferably, the size characteristics of the square load-bearing seat 23 are: length × width × height = 0.2m × 0.2m × 0.15m.

[0028] The four baffle strips 22 are all arranged inside the rectangular steel plate frame 21 and are arranged parallel to the first end plate; wherein, the four baffle strips 22 are arranged at intervals inside the rectangular steel plate frame 21, one end of the baffle strip 22 is vertically connected to the inner wall of the first side plate, and the other end of the baffle strip 22 is vertically connected to the inner wall of the second side plate; specifically, two of the baffle strips 22 are located on one side of the square load-bearing seat 23, and the other two baffle strips 22 are located on the other side of the square load-bearing seat 23; it should be noted that by arranging the baffle strips 22 in the rectangular steel plate frame 21 and utilizing the supporting effect of the baffle strips 22, the strength and rigidity of the rectangular steel plate frame 21 are effectively improved, thereby improving the reliability of the upper plate load-bearing base 2, and providing a safe and reliable working space for the jack.

[0029] The limiting vertical plate 24 is vertically arranged on the side of the second end plate of the rectangular steel plate frame 21, and is arranged along the length direction of the second end plate of the rectangular steel plate frame 21; wherein, the height of the limiting vertical plate 24 is greater than the height of the second end plate of the rectangular steel plate frame 21; it should be noted that by setting the limiting vertical plate 24, a vertical limiting function is provided for the upper plate load-bearing plate 4 to ensure the accuracy of the vertical movement of the upper plate load-bearing plate 4.

[0030] In the present invention, the temporary load-bearing frame 3 includes a first steel plate long strip 31, a second steel plate long strip 32, a first threaded rod 33, a second threaded rod 34, a third threaded rod 35, a fourth threaded rod 36, a first steel plate short strip 37, a second steel plate short strip 38 and a temporary base 39.

[0031] The first steel plate strip 31 is horizontally arranged at the top end of the first end plate and placed below the bottom surface of the first end of the upper plate load-bearing plate 4; wherein the top surface of the first steel plate strip 31 contacts the bottom surface of the first end of the upper plate load-bearing plate 4, the bottom surface of the first steel plate strip 31 contacts the top end of the first end plate, the first side surface of the first steel plate strip 31 contacts the inner wall of the first end of the layered shear box 1, and the second side surface of the first steel plate strip 31 contacts the side wall of the first threaded rod 33.

[0032] The first threaded rod 33 is horizontally arranged on the side of the first steel plate strip 31 and is arranged close to the center side of the rectangular steel plate frame 21; wherein, the axis of the first threaded rod 33 is parallel to the axis of the first steel plate strip 31; the first end of the first threaded rod 33 passes through the gap between two of the rectangular steel frames 11 of the layered shear box 1 and extends to the outside of the first end of the first side of the layered shear box 1, and the first end of the first threaded rod 33 is provided with a first nut, the end of the first nut is in close contact with the outside of the first end of the first side of the layered shear box 1, and the first end of the first threaded rod 33 is detachably fixed to the outside of the first end of the first side of the layered shear box 1 by using the first nut; the second end of the first threaded rod 33 is passed through It passes through the gap between two rectangular steel frame frames 11 of the layered shear box 1 and extends to the outside of the first end of the second side of the layered shear box 1, and the second end of the first threaded rod 33 is provided with a second nut, and the end of the second nut is in close contact with the outside of the first end of the second side of the layered shear box 1, and the second end of the first threaded rod 33 is detachably fixed to the outside of the first end of the second side of the layered shear box 1 by using the second nut; it should be noted that by fastening the two ends of the first threaded rod 33 to the two sides of the layered shear box 1 respectively, the first steel plate strip 31 is squeezed and fixed between the inner wall of the first end of the layered shear box 1 and the first threaded rod 33, so as to reliably support the first end of the upper plate load-bearing plate 4.

[0033] The second steel plate strip 32 is horizontally arranged on the top of the second end plate of the rectangular steel plate frame 21 and placed below the second end bottom surface of the upper plate load-bearing plate 4; wherein the top surface of the first steel plate strip 32 contacts the second end bottom surface of the upper plate load-bearing plate 4, the bottom surface of the second steel plate strip 32 contacts the top end of the second end plate, the first side surface of the second steel plate strip 32 contacts the inner side surface of the limiting vertical plate 24, and the second side surface of the second steel plate strip 32 contacts the side wall of the second threaded rod 34.

[0034] The second threaded rod 34 is horizontally arranged on the side of the second steel plate strip 32 and is arranged close to the center side of the rectangular steel plate frame 21; wherein, the axis of the second threaded rod 34 is parallel to the axis of the second steel plate strip 32; the first end of the second threaded rod 34 passes through the gap between two of the rectangular steel frames 11 of the layered shear box 1 and extends to the outer side of the middle section of the first side of the layered shear box 1, and the first end of the second threaded rod 34 is provided with a third nut, the end of the third nut is in close contact with the outer side of the middle section of the first side of the layered shear box 1, and the first end of the second threaded rod 34 is detachably fixed to the outer side of the middle section of the first side of the layered shear box 1 by using the third nut; the second threaded rod 34 The second end passes through the gap between two rectangular steel frame frames 11 of the layered shear box 1 and extends to the outer side of the second side middle section of the layered shear box 1, and the second end of the second threaded rod 34 is provided with a fourth nut, and the end of the fourth nut is in close contact with the outer side of the second side middle section of the layered shear box 1, and the second end of the second threaded rod 34 is detachably fixed to the outer side of the second side middle section of the layered shear box 1 by using the fourth nut; it should be noted that by fastening the two ends of the second threaded rod 34 to the two sides of the layered shear box 1 respectively, the second steel plate strip 32 is squeezed and fixed between the limiting vertical plate 24 and the second threaded rod 34, so as to reliably support the second end of the upper plate load-bearing plate 4.

[0035] The temporary base 39 is arranged on the top of the square load-bearing seat 23, the bottom surface of the temporary base 37 contacts the top of the square load-bearing seat 23, and the top surface of the temporary base 39 contacts the bottom center of the upper plate load-bearing plate 4, so as to utilize the temporary base 39 to form a supporting effect on the bottom center of the upper plate load-bearing plate 4.

[0036] The third threaded rod 35 and the fourth threaded rod 36 are symmetrically arranged on both sides of the temporary base 39, and are both located above the top surface of the rectangular steel plate frame 21; the first threaded rod 33, the second threaded rod 34, the third threaded rod 35 and the fourth threaded rod 36 are all arranged parallel to each other, and the structures of the third threaded rod 35 and the fourth threaded rod 36 and the connection method with the layered shear box 1 are the same as the first threaded rod 33 or the second threaded rod 34 mentioned above, which are as follows: Both ends of the third threaded rod 35 pass through the gap between two of the rectangular steel frames 11 of the layered shear box 1 and extend to the outside of the side of the layered shear box 1, and the ends of the third threaded rod 35 are respectively provided with fifth nuts, and the ends of the fifth nuts are in close contact with the outside of the side of the layered shear box 1 to detachably fix the third threaded rod 35 to the outside of the side of the layered shear box 1.

[0037] Both ends of the fourth threaded rod 36 pass through the gap between two of the rectangular steel frames 11 of the layered shear box 1 and extend to the outside of the side of the layered shear box 1, and the ends of the fourth threaded rod 36 are respectively provided with sixth nuts, and the ends of the sixth nuts are in close contact with the outside of the side of the layered shear box 1 to detachably fix the fourth threaded rod 36 to the outside of the side of the layered shear box 1.

[0038] The first steel plate short strip 37 is arranged at the top of the first side edge of the rectangular steel plate frame 21 and is placed below the first side bottom surface of the upper plate load-bearing plate 4; wherein, the first steel plate short strip 37 is arranged along the first side edge direction of the rectangular steel plate frame 21 and is located between the first end of the third threaded rod 35 and the first end of the fourth threaded rod 36; specifically, the first end of the first steel plate short strip 37 is in close contact with the first end of the third threaded rod 35, and the second end of the first steel plate short strip 37 is in close contact with the first end of the fourth threaded rod 36, so as to utilize the first end of the third threaded rod 35 and the first end of the fourth threaded rod 36 to form an extrusion fixation for the first steel plate short strip 37, so as to realize the reliable support of the middle first side of the upper plate load-bearing plate 4 by utilizing the first steel plate short strip 37.

[0039] The second steel plate short strip 38 is arranged at the top of the second side edge of the rectangular steel plate frame 21 and is placed below the second side bottom surface of the upper plate load-bearing plate 4; wherein, the second steel plate short strip 38 is arranged along the second side edge direction of the rectangular steel plate frame 21 and is located between the second end of the third threaded rod 35 and the second end of the fourth threaded rod 36; specifically, the first end of the second steel plate short strip 38 is in close contact with the second end of the third threaded rod 35, and the second end of the second steel plate short strip 38 is in close contact with the second end of the fourth threaded rod 36, so as to utilize the second end of the third threaded rod 35 and the second end of the fourth threaded rod 36 to form an extrusion fixation for the second steel plate short strip 38, so as to realize the reliable support of the second side of the middle part of the upper plate load-bearing plate 4 by utilizing the second steel plate short strip 38.

[0040] It should be noted that the sides of the first steel plate short strip 37 and the second steel plate short strip 38 are also provided with a clamping rod, and the clamping rod is arranged close to the side of the layered shear box 1; specifically, one end of the clamping rod is vertically fixed to the side of the first steel plate short strip 37 or the second steel plate short strip 38, and the other end of the clamping rod extends to the outside of the side of the layered shear box 1 through the gap between two of the rectangular steel frames 11 passing through the layered shear box 1; the extending end of the clamping rod is provided with a seventh nut, and the end of the seventh nut is in close contact with the outside of the side of the layered shear box 1, so as to detachably fix the first steel plate short strip 37 or the second steel plate short strip 38 to the side of the layered shear box 1, thereby enhancing the supporting effect on the side of the upper plate load-bearing plate 4.

[0041] It should also be noted that two of the rectangular steel frames 11 of the layered shear box 1 are specifically two rectangular steel frames that are adapted to the height of the first threaded rod 33, the second threaded rod 34, the third threaded rod 35 and the fourth threaded rod 36; the size characteristics of the first steel plate long strip 31 and the second steel plate long strip 32 are: length × width × height = 1.2m × 0.05m × 0.05m, the size characteristics of the first steel plate short strip 37 and the second steel plate short strip 38 are: length × width × height = 0.18m × 0.05m × 0.05m, and the size characteristics of the temporary base 39 are: length × width × height = 0.18m × 0.18m × 0.05m.

[0042] In the present invention, the upper plate load-bearing plate 4 is horizontally arranged on the top of the rectangular steel plate frame 21 and is placed above the temporary load-bearing frame 3; wherein the first end of the upper plate load-bearing plate 4 is arranged close to the first end of the layered shear box 1, and the second end of the upper plate load-bearing plate 4 is arranged close to one side of the inner wall of the limiting vertical plate 24; preferably, the upper plate load-bearing plate 4 adopts a rectangular steel plate with a size characteristic of length × width × thickness = 1.5m × 1.49m × 0.03m, which is used to directly bear the weight of the upper plate soil of the simulated soil.

[0043] In the present invention, the number of the jacks is four; the four jacks are all vertically arranged and distributed in a rectangular array inside the rectangular steel plate frame 21; two of the jacks are spaced between two of the baffle strips 22, and the other two of the jacks are spaced between the other two of the baffle strips 22; specifically, two of the jacks are symmetrically arranged between the first baffle strip and the second baffle strip, and the other two of the jacks are symmetrically arranged between the third baffle strip and the fourth baffle strip; preferably, the jacks are all thin hydraulic jacks, and the four jacks are connected by a one-to-four control mechanism to utilize a one-to-four control structure for synchronous control; the initial height of the thin hydraulic jack is 15 cm.

[0044] Working principle and test method: The underground structure test device for simulating the dislocation-earthquake coupling effect described in the present invention, when in use, firstly, the layered shear box 1 is placed on the vibration test bench, and the upper plate bearing base 2 is placed inside the layered shear box 1; then, the jack is arranged in the upper plate bearing base 2; then, the upper plate bearing plate 4 is laid on the top of the upper plate bearing base 2; at this point, the assembly of the underground test device is completed; then, backfilling operation is carried out in the layered shear box 1 to form a simulated soil body; finally, the jack and the vibration test bench are controlled to work according to a preset test process, and the test data are recorded; wherein, the jack is used to apply a vertical load to the upper plate bearing plate 4 to simulate the dislocation effect of the fault; and the vibration load is applied to the layered shear box 1 by the vibration test bench to simulate the earthquake effect.

[0045] Specifically, when the underground structure test device is used to carry out the underground structure test, the implementation steps are as follows: (1) Test device assembly stage: Place the layered shear box 1 on the vibration test bench, and place the upper plate load-bearing base 2 inside the layered shear box 1; then, place four jacks at the preset positions of the layered shear box 1; then, place the temporary load-bearing frame 3 above the upper plate load-bearing base 2, and fix the temporary load-bearing frame 3 to the layered shear box 1; then, pressurize the jack so that the top of the jack rises to be flush with the top surface of the temporary load-bearing frame 3; then, lay the upper plate load-bearing plate horizontally on the top of the temporary load-bearing frame 3, and the assembly of the underground structure test device is completed.

[0046] (2) Simulated soil filling: After the underground structure test device is assembled, start filling the soil in the layered shear box 1 until the simulated soil is filled; after the filling is completed, raise the jack by a preset distance so that the temporary load-bearing frame 3 is not subjected to stress, so as to facilitate the removal of the temporary load-bearing frame 3; then, remove the bolts on the temporary load-bearing frame 3; then, push the components in the temporary load-bearing frame 3 into the rectangular steel plate frame 21 or pull the temporary load-bearing frame 3 out through the gap between two adjacent rectangular steel frames 11.

[0047] (3) Dislocation-earthquake simulation test: After the filling is completed, the jack is pressurized or depressurized to apply a vertical load to the upper plate bearing plate using the jack in the upper plate bearing base to simulate the dislocation effect of the fault or ground fissure; a vibration load is applied to the layered shear box through a vibration test bench to simulate the shear deformation of the simulated soil inside it under earthquake conditions; and the test data is recorded.

[0048] In the present invention, an upper plate bearing base is arranged in a layered shear box, an upper plate bearing plate is horizontally laid on the top surface of the upper plate bearing base, and a jack in the upper plate bearing base is used to apply a vertical load to the upper plate bearing plate, so as to achieve the dislocation effect of a simulated fault or ground fissure, and at the same time simulate the shear deformation caused by an earthquake, thereby achieving a true simulation of the mechanical response of the simulated soil under the coupling of the dislocation of the fault or ground fissure and the earthquake; a temporary bearing frame is arranged between the rectangular steel plate frame and the upper plate bearing plate, and the temporary bearing frame is used to temporarily support the simulated soil in the filling stage of the simulated soil, thereby ensuring the reliability and safety of the device.

[0049] The underground structure test device described in the present invention has the advantages of a rigid soil box that can simulate the displacement of the upper and lower plates of a fault or ground fissure, and the advantage of a layered shear box that can simulate an earthquake, and can meet the test requirements for simulating the mechanical response of soil under the coupling of the displacement of a fault or ground fissure and an earthquake; the test device can achieve the shear effect of the layered shear box and simulate the displacement effect of a fault or ground fissure, and has the characteristics of being detachable, assembleable and reusable; the combined structure of a steel frame and a hydraulic jack is simple in structure, easy to implement, and has the characteristics of stable and reliable functions; it should be noted that the lifting speed and height of the jack are controllable, and different types of geological movements and stress states can be simulated.

[0050] The above embodiment is only one of the implementation methods that can realize the technical solution of the present invention. The scope of protection claimed by the present invention is not limited only to this embodiment, but also includes changes, replacements and other implementation methods that can be easily thought of by any technician familiar with the technical field within the technical scope disclosed by the present invention.

Claims

1. An underground structure test device for simulating dislocation-earthquake coupling, characterized in that: The invention comprises a layered shear box (1), an upper plate bearing base (2), an upper plate bearing plate (4) and a jack; the layered shear box (1) is placed on a vibration test bench, and a simulated soil body is arranged in the layered shear box (1); wherein an underground structure model is pre-placed in the simulated soil body; The upper plate load-bearing base (2) is arranged in the layered shear box (1) and is placed at the bottom of the upper plate of the simulated soil; the upper plate load-bearing plate (4) is horizontally laid on the top surface of the upper plate load-bearing base (2), and the top surface of the upper plate load-bearing plate (4) is in contact with the bottom of the upper plate of the simulated soil; the jack is vertically arranged in the upper plate load-bearing base (2) and is used to apply a vertical load to the upper plate load-bearing plate (4).

2. An underground structure test device for simulating dislocation-earthquake coupling according to claim 1, characterized in that: The upper plate load-bearing base (2) comprises a rectangular steel plate frame (21), four baffle strips (22) and a square load-bearing seat (23); The rectangular steel plate frame (21) is vertically arranged inside the layered shear box (1) and placed at the bottom of the upper plate of the simulated soil; wherein the first end plate of the rectangular steel plate frame (21) is tightly arranged with the first end of the layered shear box (1), and the two side plates of the rectangular steel plate frame (21) are respectively tightly arranged with the two side parts of the layered shear box (1); the square bearing seat (23) is vertically arranged at the inner center of the rectangular steel plate frame (21), and the upper plate bearing plate (4) is horizontally arranged at the top of the rectangular steel plate frame (21); The four baffle strips (22) are arranged in parallel with the first end plate of the rectangular steel plate frame (21), and the four baffle strips (22) are arranged at intervals inside the rectangular steel plate frame (21); two of the baffle strips (22) are located on one side of the square load-bearing seat (23), and the other two baffle strips (22) are located on the other side of the square load-bearing seat (23).

3. The underground structure test device for simulating the coupling effect of dislocation and earthquake according to claim 2, characterized in that: The number of the jacks is four, and the four jacks are arranged vertically and distributed in a rectangular array inside the rectangular steel plate frame (21); two of the jacks are arranged between two of the baffle strips (22), and the other two of the jacks are arranged between the other two baffle strips (22).

4. The underground structure test device for simulating the coupling effect of dislocation and earthquake according to claim 2, characterized in that: The upper plate load-bearing base (2) also includes a limiting vertical plate (24); the limiting vertical plate (24) is vertically arranged on the side of the second end plate of the rectangular steel plate frame (21), and is arranged along the length direction of the second end plate of the rectangular steel plate frame (21); wherein the height of the limiting vertical plate (24) is greater than the height of the second end plate of the rectangular steel plate frame (21); the first end of the upper plate load-bearing plate (4) is arranged close to the first end of the layered shear box (1), and the second end of the upper plate load-bearing plate (4) is arranged close to the inner wall side of the limiting vertical plate (24).

5. The underground structure test device for simulating the dislocation-earthquake coupling effect according to claim 2, characterized in that: It also includes a temporary load-bearing frame (3); the temporary load-bearing frame (3) is horizontally arranged between the rectangular steel plate frame (21) and the upper plate load-bearing plate (4); wherein the temporary load-bearing frame (3) is used to temporarily support the simulated soil during the simulated soil filling stage.

6. The underground structure test device for simulating the dislocation-earthquake coupling effect according to claim 5, characterized in that: The layered shear box (1) comprises a plurality of rectangular steel frames (11); the plurality of rectangular steel frames (11) are stacked up and down, and two adjacent rectangular steel frames (11) are connected together by means of a slide rail.

7. An underground structure test device for simulating dislocation-earthquake coupling according to claim 6, characterized in that: The temporary load-bearing frame (3) comprises a first steel plate strip (31), a second steel plate strip (32), a first threaded rod (33) and a second threaded rod (34); The first steel plate strip (31) is horizontally arranged on the top of the first end plate of the rectangular steel plate frame (21) and is placed below the bottom surface of the first end of the upper plate load-bearing plate (4); the first threaded rod (33) is horizontally arranged on the side of the first steel plate strip (31) and is arranged close to the center of the rectangular steel plate frame (21); wherein the two ends of the first threaded rod (33) pass through the gap between two rectangular steel frames (11) of the layered shear box (1) and extend to the outside of the side of the layered shear box (1); The second steel plate strip (32) is horizontally arranged on the top of the second end plate of the rectangular steel plate frame (21) and is placed below the second end bottom surface of the upper plate load-bearing plate (4); the second threaded rod (34) is horizontally arranged on the side of the second steel plate strip (32) and is arranged close to the center side of the rectangular steel plate frame (21); wherein the two ends of the second threaded rod (34) pass through the gap between two rectangular steel frames (11) of the layered shear box (1) and extend to the outside of the side of the layered shear box (1).

8. The underground structure test device for simulating the dislocation-earthquake coupling effect according to claim 7, characterized in that: The temporary load-bearing frame (3) further comprises a third threaded rod (35), a fourth threaded rod (36) and a temporary base (39); The temporary base (39) is arranged on the top of the square load-bearing seat (23), and the third threaded rod (35) and the fourth threaded rod (36) are symmetrically arranged on both sides of the temporary base (37); wherein the third threaded rod (35) and the fourth threaded rod (36) are parallel to the first steel plate strip (31), and both ends of the third threaded rod (35) pass through the gap between two rectangular steel frames (11) of the layered shear box (1) and extend to the outside of the side of the layered shear box (1), and both ends of the fourth threaded rod (36) pass through the gap between two rectangular steel frames (11) of the layered shear box (1) and extend to the outside of the side of the layered shear box (1).

9. The underground structure test device for simulating the dislocation-earthquake coupling effect according to claim 8, characterized in that: The temporary load-bearing frame (3) further comprises a first steel plate short strip (37) and a second steel plate short strip (38); The first steel plate short strip (37) is arranged at the top of the first side edge of the rectangular steel plate frame (21) and is placed below the first side bottom surface of the upper plate load-bearing plate (4); wherein the first steel plate short strip (37) is arranged along the first side edge direction of the rectangular steel plate frame (21) and is located between the first end of the third threaded rod (35) and the first end of the fourth threaded rod (36); The second steel plate short strip (38) is arranged at the top of the second side edge of the rectangular steel plate frame (21) and is placed below the second side bottom surface of the upper plate load-bearing plate (4); wherein the second steel plate short strip (38) is arranged along the second side edge direction of the rectangular steel plate frame (21) and is located between the second end of the third threaded rod (35) and the second end of the fourth threaded rod (36).

10. An underground structure test method for simulating dislocation-earthquake coupling, characterized in that: Utilizing the underground structure test device for simulating dislocation-earthquake coupling as described in any one of claims 1 to 9; Wherein, the underground structure test method comprises: Placing the layered shear box (1) on a vibration test bench, and placing the upper plate bearing base (2) inside the layered shear box (1); then, arranging the jack inside the upper plate bearing base (2); then, laying the upper plate bearing plate (4) on top of the upper plate bearing base (2); thus, the assembly of the underground test device is completed; Performing soil filling operations in the layered shear box (1) to form a simulated soil body; The jack and the vibration test bench are controlled to work according to a preset test process and the test data are recorded; wherein a vertical load is applied to the upper plate bearing plate (4) by the jack to simulate the displacement of the fault; and a vibration load is applied to the layered shear box (1) by the vibration test bench to simulate the earthquake effect.

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