CN116380627B - Random lattice loading and unloading simulation test device above model tunnel - Google Patents
Random lattice loading and unloading simulation test device above model tunnel Download PDFInfo
- Publication number
- CN116380627B CN116380627B CN202310489798.XA CN202310489798A CN116380627B CN 116380627 B CN116380627 B CN 116380627B CN 202310489798 A CN202310489798 A CN 202310489798A CN 116380627 B CN116380627 B CN 116380627B
- Authority
- CN
- China
- Prior art keywords
- model
- loading
- soil
- steel plate
- tunnel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000004088 simulation Methods 0.000 title claims abstract description 19
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 109
- 239000010959 steel Substances 0.000 claims abstract description 109
- 239000002689 soil Substances 0.000 claims abstract description 102
- 238000012806 monitoring device Methods 0.000 claims abstract description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 9
- 238000002347 injection Methods 0.000 claims abstract description 7
- 239000007924 injection Substances 0.000 claims abstract description 7
- 238000005192 partition Methods 0.000 claims description 19
- 238000003825 pressing Methods 0.000 claims description 9
- 239000011521 glass Substances 0.000 claims description 4
- 241000251468 Actinopterygii Species 0.000 claims description 3
- 210000001015 abdomen Anatomy 0.000 claims description 3
- 210000000988 bone and bone Anatomy 0.000 claims description 3
- 230000008859 change Effects 0.000 claims description 3
- 230000003247 decreasing effect Effects 0.000 claims description 3
- 238000009826 distribution Methods 0.000 claims description 2
- 239000000243 solution Substances 0.000 description 9
- 239000004576 sand Substances 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 5
- 239000000463 material Substances 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000003491 array Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 230000002441 reversible effect Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 239000004698 Polyethylene Substances 0.000 description 1
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 description 1
- 229910052782 aluminium Inorganic materials 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000003028 elevating effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- -1 polyethylene Polymers 0.000 description 1
- 229920000573 polyethylene Polymers 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000000638 solvent extraction Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a simulation test device for loading and unloading a random lattice above a model tunnel, which comprises a counterforce steel frame, wherein a soil filling box is arranged on a base of the counterforce steel frame, a tunnel model is arranged in the soil filling box, and a monitoring device is arranged in the tunnel model; the bottom of the box body is provided with a water injection pipe; the front side of the box body is provided with a model sliding rail, and the model sliding rail is provided with a model sleeve; the hack lever is provided with a lifting device which is provided with a soil adding device; after the soil filling device fills the soil in the soil filling box, the soil filling device is disassembled, an integral loading device is arranged on the lifting device, a plurality of split loading devices are arranged below the integral loading device, and the split loading devices are arranged above the soil layer; the invention solves the problem that the existing simulation test device can not meet the requirements of actual working conditions.
Description
Technical Field
The invention belongs to the field of subway engineering, and particularly relates to a random lattice loading and unloading simulation test device above a model tunnel.
Background
In recent years, more foundation pit projects in large and medium-sized cities need to be excavated and constructed above huge operation subway tunnel networks. In order to avoid deformation and overlarge stress of a lower operation tunnel caused by excavation of a foundation pit, endangering the operation safety of the tunnel, a partition and block excavation mode is often adopted for an upper-span foundation pit, and the method is matched with pile soil or counter pressure of a counterweight. In order to simulate and analyze the influence of the upper cross foundation pit excavation unloading or the back pressure holding load on the existing lower operation shield tunnel, a plurality of sets of model test devices are designed and developed to carry out model test analysis on the working condition, but the model test devices developed at present have the defects that the rock and soil materials in the device cannot be loaded in a partition mode, the rock and soil materials cannot be unloaded in a staged mode and the like in the lower pressure holding load test directions of different areas under the condition that irregular buildings exist in different areas above a soil layer; in addition, each device must put the tunnel first, then apply the load to solidify the soil mass, it is inconsistent with the actual engineering construction order; the deformation convergence monitoring of the tunnel model is not perfect.
Disclosure of Invention
The invention aims at: in order to solve the problem that the existing simulation test device cannot meet the actual working condition requirement, the random lattice loading and unloading simulation test device above the model tunnel is provided.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
the random lattice loading and unloading simulation test device above the model tunnel comprises a counterforce steel frame, wherein the counterforce steel frame consists of a base and hack levers vertically fixed at four corners of the base respectively; the base is provided with a soil filling box with an upward opening, a tunnel model which is placed front and back is arranged in the soil filling box, and a monitoring device is arranged in the tunnel model; the bottom of the box body is provided with a water injection pipe; the front side of the box body is provided with a model sliding rail, and the model sliding rail is provided with a model sleeve along the front-back direction; the hack lever is provided with a lifting device capable of moving up and down, and the lifting device is provided with a soil adding device; after the soil filling device fills the soil in the soil filling box, the soil filling device is disassembled from the lifting device, the lifting device is vertically provided with an integral loading device, a plurality of split loading devices are distributed in a rectangular array below the integral loading device, and the split loading devices are arranged above the soil layer; the lifting device drives the integral loading device to move up and down, the load is increased or decreased for the split loading devices, the soil layer is simulated to be loaded in a partitioned mode and unloaded in a staged mode, and the pressure change generated by the tunnel model in the soil layer is monitored through the monitoring device.
As a further description of the above technical solution:
the front side surface of the soil filling box consists of organic glass plates on the left side and the right side and a middle steel plate, the upper end and the lower end of the middle steel plate are fixed on the soil filling box, a round hole is formed in the middle of the middle steel plate, and a tunnel model is placed in the soil filling box through the round hole; the front side of the middle steel plate is hinged with a door plate, and four corners of the door plate are tightly attached to the soil filling box through bolts to close the round hole.
As a further description of the above technical solution:
the tunnel model is a cylinder composed of a plurality of arc tunnel segments, the upper end and the lower end of the rear side of the box body are respectively fixed with a horizontal steel plate, a vertical steel plate is fixed between the two horizontal steel plates, a horizontal jack is fixed in the middle of the front side of the vertical steel plate, and the front end of the horizontal jack is fixed on the tunnel model.
As a further description of the above technical solution:
an L-shaped bracket is arranged on the front side of the soil filling box, a cross rod is arranged between the L-shaped bracket and the vertical steel plate, and the cross rod is arranged in the tunnel model and is coaxial with the tunnel model; the circumference equipartition and front and back array distribution have a plurality of laser rangefinders on the horizontal pole, and L shape support, horizontal pole, laser rangefinder constitute monitoring devices jointly.
As a further description of the above technical solution:
the model sleeve consists of a plurality of curved plates uniformly distributed on the circumference, adjacent curved plates are meshed through tongue-and-groove joints, the length of the model sleeve is 1.1 times that of the tunnel model, and the inner diameter of the model sleeve is the same as the outer diameter of the tunnel model; the model sliding rail is a steel frame similar to the shape of an inverted fish belly bone, and the model sleeve is arranged in the model sliding rail.
As a further description of the above technical solution:
the lifting device consists of hollow lifting sleeves sleeved on the frame rods and horizontal cross beam sliding rails connected with the hollow lifting sleeves; the position above the height of the soil filling box on the hack lever is provided with saw teeth, the upper end face of each saw tooth is flush, and the lower end face is an inclined plane which inclines upwards; the hack lever with saw teeth is provided with a plurality of bolt holes which are vertically distributed at equal intervals; the hollow lifting sleeve is internally hinged with a rotating rod at one side of the saw teeth, one end of the rotating rod, which is close to the saw teeth, is hinged with a pressing rod, the lower end of the pressing rod is arranged between the saw teeth, and a spring is connected between the upper end of the pressing rod and the rotating rod.
As a further description of the above technical solution:
the soil adding device comprises a funnel support and a funnel; the lifting device is provided with a detachable funnel support, the funnel support is provided with a plurality of funnels distributed in rectangular arrays, the upper opening and the lower opening of the funnel are rectangular, the middle part of the funnel is provided with a bend, the bend can be exactly clamped on the funnel support, the funnel moves up and down along with the funnel support, the edge of the funnel support is provided with a buckle, the buckle is buckled on a horizontal cross beam sliding rail at the corresponding side, and the funnel support is fixed on the lifting device in a bolt fastening mode; the middle of the funnel support is provided with a plurality of rectangular supports distributed in a rectangular array, the rectangular supports are connected with each other through a round sleeve, the joint of the round sleeve and the rectangular supports is a rotating shaft, the round sleeve can rotate, a long rod on the outer side of the round sleeve is provided with a row of round holes, the end part of the long rod on the inner side of the round sleeve is provided with a small steel ball with a spring, and when the round sleeve stretches, the small steel ball can pop up when meeting the small round holes, and limit the round sleeve.
As a further description of the above technical solution:
the integral loading device comprises a cross-shaped sliding rail, a large vertical jack and a loading plate; the lifting device is provided with a cross-shaped sliding rail, the cross-shaped sliding rail is provided with a large vertical jack capable of moving back and forth and left and right, a loading plate is arranged below the large vertical jack, and the loading plate consists of an upper backing plate, a lower backing plate and a plurality of I-shaped steels between the two backing plates.
As a further description of the above technical solution:
the cross-shaped sliding rail consists of a hollowed-out round table and two mutually perpendicular T-shaped rods inserted on the hollowed-out round table, two ends of each T-shaped rod are fixedly provided with a C-shaped member, and the C-shaped members are fixedly connected to the horizontal cross beam sliding rail on the corresponding side through bolts; the upper end of the large vertical jack is fixed below the hollow round platform.
As a further description of the above technical solution:
the split loading device comprises a small vertical jack, a deformable pressure-bearing device and a partition plate; a plurality of small vertical jacks are distributed on the rectangular array of the lower end surface of the loading plate, and a deformable pressure-bearing device is arranged below each small vertical jack; each deformable pressure-bearing device is provided with a square frame-shaped partition plate, the partition plates wrap corresponding small-sized vertical jacks in the partition plates, and adjacent partition plates are fastened and connected through bolts; the deformable pressure-bearing device comprises an upper rectangular steel plate, a lower rectangular steel plate is arranged right below the upper rectangular steel plate, vertexes of the lower rectangular steel plate are respectively arranged in the middle of the side length of the upper rectangular steel plate in the vertical direction, triangular rotating steel plates are hinged to four sides of the lower rectangular steel plate, and when the rotating steel plates rotate to a horizontal position, the lower rectangular steel plate and the four rotating steel plates jointly form a steel plate which is equal to the upper rectangular steel plate in size; the upper end face of each rotating steel plate is connected with a telescopic rod through a ball hinge, the upper end of the telescopic rod is fixed on the upper rectangular steel plate, and the upper steel plate, the telescopic rod, the lower steel plate and the rotating steel plates form a deformable pressure-bearing device together. The outer edge surface of the telescopic rod of the deformable pressure-bearing device is in threaded fit with the inner edge surface of one end of the ball hinge.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
(1) The deformable pressure-bearing device can be coupled and linked with the small-sized vertical jack at the upper part, so that continuously-changing pressure is accurately applied to the soil body at the lower part, the continuous loading process of the soil body at the lower part can be realized, and the stress state of the actual engineering at the site can be reflected more truly.
(2) The tunnel model can be passed through circular holes left in the steel plate with the aid of the model sleeve and the model skid, into a filled tank that has been filled with soil or sand and is pressurized.
(3) The funnel and the funnel support can greatly simplify the step of filling soil into the box, and the funnel with different calibers can be replaced and the funnel height can be adjusted as required only by adding soil or sand into the funnel, so that the types and compactness of the soil or sand with different areas can be accurately controlled, and even stratum or uneven stratum can be simulated.
(4) The device provided by the invention can simulate the working condition of synchronous excavation or back pressure of any area or a plurality of areas above the tunnel model, the loading and unloading of each area can be adjusted randomly, soil can be filled into the box first, then the loading and unloading are carried out, and then the tunnel model is pushed into the soil horizontally, so that the initial stress field of the stratum can be simulated accurately, the confining pressure effect of the surrounding soil body on the tunnel model is more nearly actual, and further, the funnel and the funnel support can be utilized to simulate not only uniform stratum but also non-uniform stratum. Compared with the prior art, the method has the advantages that the influence of the additional loading and unloading effect generated by the partitioned and blocked excavation or pile loading back pressure of the foundation pit with various forms above the operation shield tunnel on the deformation and internal force of the existing operation tunnel is simulated and analyzed more accurately, and the functions are more abundant.
Drawings
FIG. 1 is a schematic perspective view of the present invention;
fig. 2 is a schematic perspective view of the inside of the present invention with the earth-filled tank 3 and the partition plate 19 removed;
FIG. 3 is a schematic perspective view of a unitary loading device and a split loading device;
fig. 4 is a schematic perspective view of the deformable pressure-bearing device 18;
fig. 5 is a schematic perspective view of the reaction steel frame and the lifting device 11;
FIG. 6 is a schematic view of the elevating device 11 in section;
fig. 7 is a schematic perspective view of the model slide rail 9;
FIG. 8 is a schematic diagram of a three-dimensional structure of a reaction steel frame and a soil adding device;
fig. 9 is a schematic perspective view of the funnel support 12 and the funnel 13;
fig. 10 is an enlarged partial schematic view of fig. 8 a.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Referring to fig. 1-10, the present invention provides a technical scheme of a random lattice loading and unloading simulation test device above a model tunnel:
the random lattice loading and unloading simulation test device above the model tunnel comprises a counterforce steel frame, wherein the counterforce steel frame consists of a base 1 and hack levers 2 vertically fixed at four corners of the base 1 respectively; the base 1 is provided with a soil filling box 3 with an upward opening, a tunnel model 4 which is placed front and back is arranged in the soil filling box 3, and a monitoring device is arranged in the tunnel model 4; the bottom of the box body is provided with a water injection pipe 5; the front side of the box body is provided with a model sliding rail 9, and the model sliding rail 9 is provided with a model sleeve 10 along the front-back direction; the hack lever 2 is provided with a lifting device 11 which can move up and down, and the lifting device 11 is provided with a soil adding device; after the soil filling box 3 is filled with soil through the soil adding device, the soil adding device is disassembled from the lifting device 11, the lifting device 11 is vertically provided with an integral loading device, a plurality of split loading devices are distributed in a rectangular array below the integral loading device, and the split loading devices are arranged above the soil layer; the lifting device 11 drives the integral loading device to move up and down, the load is increased or decreased for the split loading devices, the soil layer is simulated to be loaded in a partitioned mode and unloaded in a staged mode, and the pressure change generated by the tunnel model 4 in the soil layer is monitored through the monitoring device.
The front side of the soil filling box 3 consists of organic glass plates 24 on the left side and the right side and a middle steel plate 25, the upper end and the lower end of the middle steel plate 25 are fixed on the soil filling box 3, a circular hole is formed in the middle of the middle steel plate 25, and the tunnel model 4 is placed in the soil filling box 3 through the circular hole; the front side of the middle steel plate 25 is hinged with a door plate 26, and four corners of the door plate 26 are tightly attached to the soil filling box 3 through bolts, so that the round hole is closed.
The tunnel model 4 is a cylinder formed by a plurality of arc tunnel segments, the upper end and the lower end of the rear side of the box body are respectively fixed with a horizontal steel plate 6, a vertical steel plate 7 is fixed between the two horizontal steel plates 6, a horizontal jack 8 is fixed in the middle of the front side of the vertical steel plate 7, and the front end of the horizontal jack 8 is fixed on the tunnel model 4.
An L-shaped bracket 27 is arranged on the front side of the soil filling box 3, a cross rod 28 is arranged between the L-shaped bracket 27 and the vertical steel plate 7, and the cross rod 28 is arranged in the tunnel model 4 and is coaxial with the tunnel model 4; the cross rod 28 is circumferentially and uniformly distributed, a plurality of laser range finders 29 are distributed in a front-back array mode, and the L-shaped bracket 27, the cross rod 28 and the laser range finders 29 jointly form a monitoring device.
The model sleeve 10 consists of a plurality of bending plates 30 which are uniformly distributed on the circumference, adjacent bending plates 30 are meshed through tongue-and-groove joints, the length of the model sleeve 10 is 1.1 times that of the tunnel model 4, and the inner diameter of the model sleeve 10 is the same as the outer diameter of the tunnel model 4; the model slide rail 9 is a steel frame shaped like an inverted fish belly bone, and the model sleeve 10 is arranged in the model slide rail 9.
The lifting device 11 consists of a hollow lifting sleeve 36 sleeved on the hack lever 2 and a horizontal cross beam sliding rail 37 connected with each hollow lifting sleeve 36; the hack lever 2 is provided with saw teeth 38 at a position above the height of the soil filling box 3, the upper end face of each saw tooth 38 is level, and the lower end face is an inclined plane which is inclined upwards; the hack lever 2 with saw teeth 38 is provided with a plurality of bolt holes 39 which are vertically distributed at equal intervals; the hollow lifting sleeve 36 is internally hinged with a rotating rod 40 at one side of the saw teeth 38, one end of the rotating rod 40 close to the saw teeth 38 is hinged with a pressing rod 41, the lower end of the pressing rod 41 is arranged between the saw teeth 38, and a spring 42 is connected between the upper end of the pressing rod 41 and the rotating rod 40.
The soil adding device comprises a funnel support 12 and a funnel 13; the lifting device 11 is provided with a detachable funnel support 12, the funnel support 12 is provided with a plurality of funnels 13 distributed in rectangular arrays, the upper opening and the lower opening of the funnels 13 are rectangular, the middle part of the funnels 13 is provided with a bend, the bend can be exactly clamped on the funnel support 12, the funnels 13 move up and down along with the funnel support 12, the edge of the funnel support 12 is provided with a buckle, the buckle is buckled on a horizontal beam sliding rail 37 at the corresponding side, and the funnel support 12 is fixed on the lifting device 11 in a bolt fastening mode; the middle of the funnel support 12 is provided with a plurality of rectangular supports 31 distributed in a rectangular array, the rectangular supports 31 are connected with each other through a round sleeve 32, a rotating shaft 33 is arranged at the joint of the round sleeve 32 and the rectangular supports 31, the round sleeve 32 can rotate, a long rod at the outer side of the round sleeve 32 is provided with a row of round holes 34, the end part of the long rod at the inner side of the round sleeve 32 is provided with small steel balls 35 with springs 42, and when the round sleeve 32 stretches, the small steel balls 35 can pop up when meeting the small round holes 34, so that the round sleeve 32 is limited.
The integral loading device comprises a cross-shaped sliding rail, a large vertical jack 14 and a loading plate; the lifting device 11 is provided with a cross-shaped sliding rail, the cross-shaped sliding rail is provided with a large vertical jack 14 capable of moving forwards, backwards, leftwards and rightwards, and a loading plate is arranged below the large vertical jack 14 and consists of an upper backing plate 15, a lower backing plate 15 and a plurality of I-shaped steels 16 between the two backing plates 15.
The cross-shaped sliding rail consists of a hollowed circular table 43 and two mutually perpendicular T-shaped rods 44 inserted on the hollowed circular table 43, two ends of each T-shaped rod 44 are fixedly provided with a C-shaped member 45, and the C-shaped members 45 are fixedly connected to the horizontal beam sliding rail 37 on the corresponding side through bolts; the upper end of the large vertical jack 14 is fixed below the hollowed-out round table 43.
The split loading device comprises a small vertical jack 17, a deformable pressure-bearing device 18 and a partition plate 19; a plurality of small vertical jacks 17 are distributed on the rectangular array of the lower end surface of the loading plate, and a deformable pressure-bearing device 18 is arranged below each small vertical jack 17; each deformable pressure-bearing device 18 is provided with a square frame-shaped partition plate 19, the partition plates 19 wrap the corresponding small-sized vertical jacks 17 inside, and adjacent partition plates 19 are connected through bolt fastening; the deformable pressure-bearing device 18 comprises an upper rectangular steel plate 20, a lower rectangular steel plate 21 is arranged right below the upper rectangular steel plate 20, the top points of the lower rectangular steel plate 21 are respectively arranged in the middle of the side length of the upper rectangular steel plate 20 in the vertical direction, a triangular rotating steel plate 22 is hinged on each of the four sides of the lower rectangular steel plate 21, and when the rotating steel plate 22 rotates to a horizontal position, the lower rectangular steel plate 21 and the four rotating steel plates 22 jointly form a steel plate which is equal to the upper rectangular steel plate 20 in size; the upper end face of each rotating steel plate 22 is connected with a telescopic rod 23 through a ball hinge, the upper ends of the telescopic rods 23 are fixed on the upper rectangular steel plates 20, and the upper steel plates, the telescopic rods 23, the lower steel plates and the rotating steel plates 22 jointly form the deformable pressure-bearing device 18. The outer edge surface of the telescopic rod 23 of the deformable pressure-bearing device 18 is in threaded fit with the inner edge surface of one end of the ball hinge.
Working principle:
in the device, the lifting device 11 can freely lift along the saw teeth 38, so that the height of the lifting device 11 can be changed, and the bolt holes 39 can be used for fixing the lifting device 11. The vertical partition plates 19 are distributed in a longitudinal and transverse array, are connected with each other by bolts and are used for partitioning soil in the box, and can prevent the deformable pressure-bearing device 18 from tilting. During the test, the monitoring device stretches into the tunnel model 4, so that the compression deformation and the stretching deformation of the tunnel model 4, namely the convergence deformation, can be measured. When the pressure sensor is used, the miniature soil pressure sensor is arranged at the bottom of the deformable pressure-bearing device 18, so that the downward pressure of the deformable pressure-bearing device 18 can be monitored.
The whole tunnel model 4 is formed by splicing organic glass after calculation according to a similar theory through customizing pure aluminum welding wire bolts, and the block splicing characteristics of shield tunnel segments are more accurately simulated, so that the actual working condition can be simulated to the greatest extent; in the test, a miniature soil pressure sensor is stuck to the outer cambered surface of the tunnel model 4 and is used for measuring the soil pressure acting on the tunnel model 4. During the test, the strain gauge is adhered to the intrados of the tunnel model 4, so that the deformation of the tunnel model 4 can be monitored.
After adding the rock-soil material into the soil filling box 3 and applying load, the model sleeve 10 can be inserted into the rock-soil body at the position of the reserved circular hole of the soil filling box 3, then the soil body in the model sleeve 10 is excavated and put into the tunnel model 4, and then the model sleeve 10 is taken out in pieces, so that the effect of assisting in putting the tunnel model 4 into the soil filling box 3 is achieved.
When the novel steel plate type reverse force steel frame is used, the soil filling box 3 is placed on the reverse force steel frame base 1, and then the openable steel plate on the front face of the soil filling box 3 is fixed on the soil filling box 3 through bolts.
Placing a water injection pipe 5 at the bottom of the soil filling box 3, spreading coarse sand until the water injection pipe 5 is completely buried, and covering a permeable stone on the upper part of the coarse sand. Then the adjustable netlike funnel holders 12 are placed on the lifting device 11, the lifting device 11 is adjusted to a proper height by means of bolts and special buckles, the lifting device 11 is fixed by means of bolts, the heights of the individual funnel holders 12 are adjusted again, and then the funnels 13 are placed in the center of the rectangular holders 31. By adding soil or sand into the hopper 13, the soil or sand falls into the filling box 3 under the action of gravity until the filling box 3 is filled with the soil or sand. The hoppers 13 are then removed, the hopper holders 12 and the connecting members are removed entirely, and finally the lifting device 11 is lowered to the lowest position.
A vertical partition plate 19 is installed on the top of the soil body in the soil filling box 3, and a deformable pressure-bearing device 18 is placed inside the vertical partition plate 19. A small vertical jack 17 is placed on top of the deformable pressure-bearing device 18, and then a pad 15 is placed over the jack. A plurality of I-steel 16 are placed on the backing plate 15, and a backing plate 15 is placed above the I-steel 16 to form a loading plate. Then the hollowed-out round table 43 is assembled with the cross-shaped sliding rail, specific four buckles are clamped on four sides of the lifting device 11, and each end of the cross-shaped sliding rail is connected with the buckle through a bolt. The large-scale vertical jack 14 is hung below the hollowed round platform 43, the height of the lifting device 11 is adjusted, the cross-shaped sliding rail is slid to adjust the large-scale vertical jack 14 to a proper position for vertical loading, then the deformation degree of the deformable pressure-bearing device 18 is adjusted, and then the small-scale vertical jack 17 is used for loading.
After the above steps are completed and the applied pressure reaches a desired level, the front bolts of the earth-filled box 3 are unscrewed to open the face window, and the circular steel plate outside the window is removed, the model slide rail 9 is vertically placed on the front of the earth-filled box 3, and the center of the model slide rail 9 coincides with the center of the window of the earth-filled box 3. The outer surface of the model sleeve 10 is coated with active carbon, then the sleeve is completely wrapped by a polyethylene film, then the model sleeve 10 is divided into pieces, the model sliding rail 9 is put into the model sleeve from one end in a divided manner, and the model sleeve 10 is inserted into soil until the model sleeve abuts against the other surface of the soil filling box 3. The soil body in the model sleeve 10 is manually excavated, and then the assembled tunnel model 4 is put into the model sleeve 10. The model sleeve 10 is pulled out according to the sheet, then the front window of the soil filling box 3 is tightly closed by bolts, and a small window obtained by dismantling a round steel plate extends into the monitoring device. The back of the filling box 3 is connected with the back plate of the filling box 3 through bolts, a horizontal jack 8 is installed, the horizontal jack 8 is used for loading axial force, and water is injected into the box to the needed water injection amount through a water pipe at the bottom of the filling box 3. And continuously adjusting the loading of each jack to the required level.
In this embodiment, as different loads are applied to each small vertical jack 17 above the filled soil, the soil in the filled soil box 3 is compressed, so as to generate pressure on the tunnel model 4, and internal force and deformation are generated after the model is compressed. Corresponding data are acquired through preset sensors, so that deformation and convergence deformation of the tunnel model 4 under the random external load effect and pressure of surrounding soil bodies on the tunnel model 4 can be measured. The degree of deformation of the tunnel model 4 is acquired by a foil-type strain gauge attached to the inside of the tunnel model 4 and a displacement sensor extending into the inside of the tunnel model 4.
The shield tunnel non-uniform force integrated loading model test device can complete the following tests: under the loading effect of the vertical jack, the tunnel model 4 is subjected to three-dimensional loading pressure to generate deformation, so that the deformation rule of the tunnel under the action of non-uniform load can be analyzed; firstly, a vertical jack is used for loading to a required level, so that a tunnel is deformed to a certain extent, then the pressure of the jack is reduced, and soil around the tunnel is unloaded, so that foundation pit excavation in actual engineering is simulated, and the influence of the foundation pit excavation on the stress and deformation of a lying tunnel is studied.
The foregoing is only a preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and those skilled in the art should appreciate that the technical scheme and the inventive concept according to the present invention are equivalent or changed within the scope of the present invention.
Claims (9)
1. The random lattice loading and unloading simulation test device above the model tunnel is characterized by comprising a counterforce steel frame, wherein the counterforce steel frame consists of a base (1) and hack levers (2) respectively vertically fixed at four corners of the base (1); the base (1) is provided with a soil filling box (3) with an upward opening, a tunnel model (4) which is placed front and back is arranged in the soil filling box (3), and a monitoring device is arranged in the tunnel model (4); the bottom of the box body is provided with a water injection pipe (5); the front side of the box body is provided with a model sliding rail (9), and the model sliding rail (9) is provided with a model sleeve (10) along the front-back direction; a lifting device (11) capable of moving up and down is arranged on the hack lever (2), and a soil adding device is arranged on the lifting device (11); after filling soil in a soil filling box (3) through a soil adding device, the soil adding device is disassembled from a lifting device (11), an integral loading device is vertically arranged on the lifting device (11), a plurality of split loading devices are distributed in a rectangular array below the integral loading device, and the split loading devices are arranged above a soil layer; the lifting device (11) drives the integral loading device to move up and down, the load is increased or decreased for the split loading devices, the soil layer is simulated to be loaded in a partitioned mode and unloaded in a staged mode, and the pressure change generated by the tunnel model (4) in the soil layer is monitored through the monitoring device; the split loading device comprises a small vertical jack (17), a deformable pressure-bearing device (18) and a partition plate (19); a plurality of small vertical jacks (17) are distributed on the rectangular array of the lower end surface of the loading plate, and a deformable pressure-bearing device (18) is arranged below each small vertical jack (17); each deformable pressure-bearing device (18) is provided with a square frame-shaped partition plate (19), the partition plates (19) wrap the corresponding small-sized vertical jacks (17) inside, and adjacent partition plates (19) are connected through bolt fastening; the deformable pressure-bearing device (18) comprises an upper rectangular steel plate (20), a lower rectangular steel plate (21) is arranged right below the upper rectangular steel plate (20), the top points of the lower rectangular steel plate (21) are respectively arranged in the middle of the side length of the upper rectangular steel plate (20) in the vertical direction, a triangular rotating steel plate (22) is hinged to the four sides of the lower rectangular steel plate (21), and when the rotating steel plate (22) rotates to a horizontal position, the lower rectangular steel plate (21) and the four rotating steel plates (22) jointly form a steel plate which is equal to the upper rectangular steel plate (20); the upper end face of each rotating steel plate (22) is connected with a telescopic rod (23) through a ball hinge, the upper ends of the telescopic rods (23) are fixed on the upper rectangular steel plates (20), and the upper steel plates, the telescopic rods (23), the lower steel plates and the rotating steel plates (22) form a deformable pressure-bearing device (18); the outer edge surface of the telescopic rod (23) of the deformable pressure-bearing device (18) is in threaded fit with the inner edge surface of one end of the ball hinge.
2. The simulation test device for loading and unloading the random lattice above the model tunnel according to claim 1, wherein the front side surface of the soil filling box (3) consists of a left side and a right side of organic glass plates (24) and a middle steel plate (25), the upper end and the lower end of the middle steel plate (25) are fixed on the soil filling box (3), a circular hole is formed in the middle of the middle steel plate (25), and the tunnel model (4) is placed in the soil filling box (3) through the circular hole; the front side of the middle steel plate (25) is hinged with a door plate (26), and the four corners of the door plate (26) are tightly attached to the soil filling box (3) through bolts to close the round hole.
3. The random lattice loading and unloading simulation test device above a model tunnel according to claim 1, wherein the tunnel model (4) is a cylinder formed by a plurality of arc tunnel segments, the upper end and the lower end of the rear side of the box body are both fixedly provided with a horizontal steel plate (6), a vertical steel plate (7) is fixedly arranged between the two horizontal steel plates (6), a horizontal jack (8) is fixedly arranged in the middle of the front side of the vertical steel plate (7), and the front end of the horizontal jack (8) is fixedly arranged on the tunnel model (4).
4. The simulation test device for loading and unloading the random lattice above the model tunnel according to claim 1, wherein the front side of the soil filling box (3) is provided with an L-shaped bracket (27), a cross rod (28) is arranged between the L-shaped bracket (27) and the vertical steel plate (7), and the cross rod (28) is arranged in the tunnel model (4) and is coaxial with the tunnel model (4); the circumference equipartition and front and back array distribution have a plurality of laser rangefinders (29) on horizontal pole (28), and monitoring devices is constituteed jointly to L shape support (27), horizontal pole (28), laser rangefinder (29).
5. The simulation test device for loading and unloading a random lattice above a model tunnel according to claim 1, wherein the model sleeve (10) consists of a plurality of curved plates (30) with uniformly distributed circumferences, adjacent curved plates (30) are meshed through tongue-and-groove joints, the length of the model sleeve (10) is 1.1 times that of the model tunnel (4), and the inner diameter of the model sleeve (10) is the same as the outer diameter of the model tunnel (4); the model sliding rail (9) is a steel frame which is similar to the shape of an inverted fish belly bone, and the model sleeve (10) is arranged in the model sliding rail (9).
6. The simulation test device for loading and unloading the random lattice above the model tunnel according to claim 1, wherein the lifting device (11) consists of a hollow lifting sleeve (36) sleeved on the frame rod (2) and a horizontal cross beam sliding rail (37) connected with each hollow lifting sleeve (36); the hack lever (2) is provided with sawteeth (38) at a position above the height of the soil filling box (3), the upper end face of each sawtooth (38) is level, and the lower end face is an inclined plane which inclines upwards; a plurality of bolt holes (39) which are vertically distributed at equal intervals are formed in the hack lever (2) with the saw teeth (38); a rotating rod (40) is hinged to one side of the saw teeth (38) in the hollow lifting sleeve (36), a pressing rod (41) is hinged to one end, close to the saw teeth (38), of the rotating rod (40), the lower end of the pressing rod (41) is arranged between the saw teeth (38), and a spring (42) is connected between the upper end of the pressing rod (41) and the rotating rod (40).
7. The simulation test device for loading and unloading the random lattice above the model tunnel according to claim 6, wherein the soil loading device comprises a funnel support (12) and a funnel (13); the lifting device (11) is provided with a detachable funnel support (12), the funnel support (12) is provided with a plurality of funnels (13) distributed in a rectangular array, the upper opening and the lower opening of the funnels (13) are rectangular, the middle part of the funnels (13) is provided with a bend, the bend can be just clamped on the funnel support (12), the funnels (13) move up and down along with the funnel support (12), the edge of the funnel support (12) is provided with a buckle, the buckle is buckled on a horizontal cross beam sliding rail (37) at the corresponding side, and the funnel support (12) is fixed on the lifting device (11) in a bolt fastening mode; the middle of the funnel support (12) is a plurality of rectangular supports (31) distributed in a rectangular array, the rectangular supports (31) are connected with each other through round sleeves (32), the joint of each round sleeve (32) and each rectangular support (31) is a rotating shaft (33), each round sleeve (32) can rotate, a row of round holes (34) are formed in the long rod on the outer side of each round sleeve (32), small steel balls (35) with springs (42) are arranged at the end portions of the long rods on the inner side of each round sleeve (32), and when the round sleeves (32) stretch out and draw back, the small steel balls (35) can pop up when meeting the round holes (34), and limit the round sleeves (32).
8. The simulation test device for loading and unloading the random lattice above the model tunnel according to claim 6, wherein the integral loading device comprises a cross-shaped sliding rail, a large vertical jack (14) and a loading plate; a cross-shaped sliding rail is arranged on the lifting device (11), a large vertical jack (14) capable of moving back and forth and left and right is arranged on the cross-shaped sliding rail, a loading plate is arranged below the large vertical jack (14), and the loading plate consists of an upper backing plate (15) and a lower backing plate (15) and a plurality of I-shaped steel (16) between the two backing plates (15).
9. The simulation test device for loading and unloading the random lattice above the model tunnel according to claim 8, wherein the cross-shaped sliding rail consists of a hollowed circular table (43) and two mutually perpendicular T-shaped rods (44) inserted on the hollowed circular table, two ends of each T-shaped rod (44) are respectively fixed with a C-shaped member (45), and the C-shaped members (45) are fixedly connected to the horizontal beam sliding rail (37) on the corresponding side through bolts; the upper end of the large vertical jack (14) is fixed below the hollowed-out round table (43).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310489798.XA CN116380627B (en) | 2023-04-28 | 2023-04-28 | Random lattice loading and unloading simulation test device above model tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310489798.XA CN116380627B (en) | 2023-04-28 | 2023-04-28 | Random lattice loading and unloading simulation test device above model tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN116380627A CN116380627A (en) | 2023-07-04 |
| CN116380627B true CN116380627B (en) | 2023-11-03 |
Family
ID=86967544
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310489798.XA Active CN116380627B (en) | 2023-04-28 | 2023-04-28 | Random lattice loading and unloading simulation test device above model tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116380627B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118464632B (en) * | 2024-06-28 | 2024-10-11 | 深圳大学 | Test device and test method for simulating tunnel segment dislocation under actual working condition |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101435746A (en) * | 2008-12-15 | 2009-05-20 | 西南交通大学 | Comprehensive test system of shield tunnel construction model |
| CN103000068A (en) * | 2012-08-28 | 2013-03-27 | 浙江工业大学 | Tunnel construction process simulating test method |
| CN107566813A (en) * | 2017-10-23 | 2018-01-09 | 河南天佑电气工程有限公司 | A kind of liftable life outdoor videos monitoring device based on Internet of Things |
| CN108709977A (en) * | 2018-07-19 | 2018-10-26 | 浙江大学城市学院 | A kind of ground preloading influences the indoor model test device and test method of existing subway tunnel |
| CN110554165A (en) * | 2019-07-31 | 2019-12-10 | 浙江杭海城际铁路有限公司 | Device and method for testing influence of shield underpass construction on existing subway tunnel |
| CN110749721A (en) * | 2019-09-28 | 2020-02-04 | 同济大学 | Tunnel model test platform considering complex loading and unloading working conditions |
| CN110967252A (en) * | 2019-12-02 | 2020-04-07 | 济南大学 | Device for simulating influence of shield tunnel construction on existing tunnel and using method thereof |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107255698B (en) * | 2017-06-28 | 2019-12-24 | 山东大学 | Full-automatic true triaxial tunnel and underground engineering model test system |
-
2023
- 2023-04-28 CN CN202310489798.XA patent/CN116380627B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101435746A (en) * | 2008-12-15 | 2009-05-20 | 西南交通大学 | Comprehensive test system of shield tunnel construction model |
| CN103000068A (en) * | 2012-08-28 | 2013-03-27 | 浙江工业大学 | Tunnel construction process simulating test method |
| CN107566813A (en) * | 2017-10-23 | 2018-01-09 | 河南天佑电气工程有限公司 | A kind of liftable life outdoor videos monitoring device based on Internet of Things |
| CN108709977A (en) * | 2018-07-19 | 2018-10-26 | 浙江大学城市学院 | A kind of ground preloading influences the indoor model test device and test method of existing subway tunnel |
| CN110554165A (en) * | 2019-07-31 | 2019-12-10 | 浙江杭海城际铁路有限公司 | Device and method for testing influence of shield underpass construction on existing subway tunnel |
| CN110749721A (en) * | 2019-09-28 | 2020-02-04 | 同济大学 | Tunnel model test platform considering complex loading and unloading working conditions |
| CN110967252A (en) * | 2019-12-02 | 2020-04-07 | 济南大学 | Device for simulating influence of shield tunnel construction on existing tunnel and using method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN116380627A (en) | 2023-07-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN116380627B (en) | Random lattice loading and unloading simulation test device above model tunnel | |
| CN104297052B (en) | Tunnel excavation three-dimensional model experiment loading device | |
| CN106501014A (en) | Vertical load testing machine for domain tunnel structure | |
| CN105673039A (en) | Gob-side entryretaining roadway-side flexible and high-strength material bearing construction structure and construction method thereof | |
| CN115753376A (en) | Multi-scene simulation miniature pile reinforcement model test device | |
| CN106504630A (en) | Pass through the tunnel experiment system of karst strata | |
| CN108265996B (en) | Masonry structure wall-breaking hole-opening pre-jacking recovery construction method | |
| CN113356228B (en) | Mixing test device for foundation pit supporting structure simulation | |
| CN110793871A (en) | Integral self-balancing masonry integral shear test device | |
| CN214538853U (en) | Slope simulation test device | |
| CN111829804B (en) | Shield propulsion simulation test platform | |
| CN206038342U (en) | Quantification research tunnel country rock comes to nothing and malactic power test device | |
| CN108896736A (en) | A kind of vertical physical model and test method for wearing Landslide Hazards of oil-gas pipeline | |
| CN211603171U (en) | Test device for simulating movable fault to research on tunnel damage mechanism | |
| CN211079936U (en) | Novel assembled high-shear-resistance bailey bracket | |
| CN206656921U (en) | A kind of roadbed GSZ axially loaded characteristic research device | |
| CN109187212B (en) | Straight wall semicircular arch roadway loading device and loading method for testing mechanical effect of roadway surface guniting body | |
| CN110895277A (en) | Geotechnical model integrated test device | |
| CN107144472B (en) | Multi-shape multi-scale surrounding rock pressure simulation test system and test method | |
| CN116539434A (en) | Ground traffic load simulation test method above prefabricated box culvert | |
| CN111063247A (en) | Rotatable similar material simulation experiment device and method | |
| CN114414391A (en) | Testing device for applying constant load on surface of soil layer by using liquid column pressure and working method | |
| CN207689095U (en) | A kind of novel unsymmetrial loading tunnel Research on Shaking Table for Simulating system | |
| CN112922614A (en) | Loading device for simulating soil pressure balance type shield construction tunneling pushing and grouting load | |
| CN215976869U (en) | High-pier long-span continuous rigid frame 0# block bracket pre-pressing device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |