CN115902169A - Tunnel gushes water and gushes mud punishment reposition of redundant personnel test analogue means - Google Patents
Tunnel gushes water and gushes mud punishment reposition of redundant personnel test analogue means Download PDFInfo
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- CN115902169A CN115902169A CN202310227710.7A CN202310227710A CN115902169A CN 115902169 A CN115902169 A CN 115902169A CN 202310227710 A CN202310227710 A CN 202310227710A CN 115902169 A CN115902169 A CN 115902169A
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Abstract
The application provides a tunnel gushes water and suddenly mud punishment reposition of redundant personnel experimental analogue means belongs to tunnel engineering technical field, and this tunnel gushes water and suddenly mud punishment reposition of redundant personnel experimental analogue means includes ground fracture subassembly and the broken subassembly of water layer. The water pressure is annotated the pipe and is lasted water injection to the water layer sponge, and the continuous inflation of water layer sponge extrudees peripheral soil layer, and high-pressure water layer periphery crack lasts development in the ground, and the cooperation lift cylinder control grid frame whereabouts cuts the soil layer, and the high-pressure water layer crack development in the ground of tunnel one side is accelerated, under the simulation hydrostatic pressure effect and the powerful water pressure effect, to the destruction of tunnel impervious bed to the calamity that suddenly mud gushes of the gushing water in the induction tunnel. The critical state of water burst and mud burst of the tunnel under the fracture zone is researched, the influence factors and the characteristics of the water burst and mud burst of the tunnel are analyzed, and a certain theory is provided for the safe construction of the tunnel. Provides certain guidance for the research on the tunnel water burst mud outburst disaster mechanism and disaster control.
Description
Technical Field
The application relates to the technical field of tunnel engineering, in particular to a tunnel gushing water and mud outburst treatment shunt test simulation device.
Background
Mountain plateau transition zones are mostly mountain structure denudation landforms, tunnel bodies penetrate through a plurality of fault fracture zones, tunnels are seriously influenced by the fracture zones, surrounding rock cracks develop frequently, hardness and softness change frequently, a soft and weak mud-containing layer is easy to soften after being eroded by water, and the water pressure is high, so that geological disasters such as collapse, burst and the like are easy to occur. The tunnel water and mud burst disaster has the characteristics of sudden and great property, and the influences of more casualties, large economic loss, difficult engineering treatment, large environmental damage and the like of the tunnel are often caused.
However, water and mud gushing frequently occur in tunnel construction, and engineering is in the normalized construction management of continuous circulation of gushing, emergency rescue, treatment and excavation for a long time, which affects the construction progress and the construction safety of tunnel engineering. The critical state of water burst and mud burst of the tunnel under the fracture zone is researched, the influence factors and the characteristics of the water burst and mud burst of the tunnel are analyzed, and a certain theory is provided for the safe construction of the tunnel. Provides certain guidance for the research on the tunnel water burst mud outburst disaster mechanism and disaster control.
Disclosure of Invention
The present application is directed to solving at least one of the problems in the prior art. Therefore, the application provides a tunnel water inrush treatment shunt test simulation device, which is used for filling a rock-soil layer above a test earthwork simulation tunnel and simulating the damage of a fracture zone dislocation sliding to a tunnel waterproof structure layer through the sliding of part of movable tunnel sections; simulating an underground high-pressure water layer, wherein the edge of the underground high-pressure water layer penetrates into the tunnel along with the fracture zone.
The application is realized as follows:
the application provides a tunnel gushes water and suddenly mud punishment reposition of redundant personnel experimental analogue means includes ground fracture subassembly and the broken subassembly of water layer.
The ground fracture subassembly includes tunnel solid festival, rock soil box, rip cutting jar, crosscut slide rail, tunnel slip joint and crosscut jar, the tunnel solid festival set up in the rock soil box, the tunnel solid festival communicate in outside atmosphere, rip cutting jar body evenly set up in the rock soil box, the crosscut slide rail set up in rip cutting jar piston rod one end, the tunnel slip joint slide in crosscut slide rail surface, the tunnel slip joint communicate in the tunnel solid festival, the crosscut jar body set up in between the crosscut slide rail, crosscut jar piston rod one end set up in on the tunnel slip joint, water layer crushing subassembly includes experimental frame, lift cylinder, grid frame, water layer sponge and water pressure notes pipe, experimental frame overlap joint in ground roof portion, the lift jar body set up in on the experimental frame, the grid frame set up in lift cylinder piston rod one end, the water layer sponge set up in the grid frame, the water pressure notes pipe slide run through in the experimental frame, water pressure notes pipe one end set up in the grid frame, water pressure notes pipe communicate respectively in the water layer with the water layer the water supply pipe.
In an embodiment of the application, the rock-soil box is provided with a cabin door in a rotating manner, and the rock-soil box is provided with a bolt in a sliding manner, and the bolt is inserted into the cabin door.
In an embodiment of this application, be provided with the built on shelf in the ground case, the tunnel solid joint overlap joint in on the built on shelf.
In an embodiment of this application, be provided with the strut in the ground case, rip cutting jar body set up in the strut, rip cutting jar piston rod one end is provided with props the platform, the crosscut slide rail is fixed in prop the bench, crosscut jar body is fixed in prop the bench.
In an embodiment of this application, be provided with the board of standing on the test bench, the lift cylinder body is fixed in on the board of standing, lift cylinder piston rod one end is provided with the picture peg, the picture peg is fixed in on the grid frame, water pressure notes pipe one end is fixed in on the picture peg.
In an embodiment of the present application, the standing plate is provided with a sliding guide seat, and the hydraulic injection pipe slidably penetrates through the sliding guide seat.
In an embodiment of the application, adjacent fixed the cup joint has the balance plate between the water pressure notes pipe, the balance plate set up in it leads the seat to slide top.
In an embodiment of the application, the water pressure is provided with a water pressure joint on the water pressure injection pipe, and the water pressure joint is communicated with an external water supply pipeline.
In an embodiment of the present application, flange plates are disposed on the grid frame, and the flange plates correspond to one another.
In one embodiment of the application, a hanging ring is arranged on the periphery of the test frame.
In an embodiment of the present application, the tunnel water burst mud treatment diversion test simulation device further includes a water burst diversion component and a fracture seepage component.
The water inrush shunt component comprises a water accumulation cover, a crack flowmeter, a water inrush flowmeter and a water inrush pump, wherein the water accumulation cover is respectively paved on the periphery of a tunnel joint and the periphery of a tunnel slip joint, the crack flowmeter is evenly communicated and arranged on the water accumulation cover, the water inrush flowmeter is communicated and arranged outside the tunnel joint, a water inrush pump body is arranged outside a rock soil box, the water inrush pump is communicated with the water inrush flowmeter, the crack seepage component comprises a work position frame, a turnover cylinder, a work step frame, a work step cylinder, a crack generation rod, a limiting rod, a vibration spring, a vibration cylinder and a seepage pipe, the work position frame is rotationally connected on the test frame, the cylinder body of the turnover cylinder is rotationally connected on the test frame, one end of a piston rod of the turnover cylinder is rotationally connected on the work position frame, the work step frame is rotationally connected on the work position frame, the working cylinder body set up in on the station frame, working cylinder piston rod one end rotate connect in on the working scaffold, the crack take place the pole rotate connect in on the working scaffold, gag lever post one end rotate connect in on the crack takes place the pole, the gag lever post other end slide run through in on the working scaffold, vibrating spring cup joint in on the gag lever post, vibrating spring one end laminate in on the working scaffold, the vibrating spring other end laminate in the crack takes place the pole, vibrating cylinder body set up in on the working scaffold, vibrating cylinder piston rod one end orientation the crack takes place the pole, the seepage flow notes pipe set up in the crack takes place the pole, the seepage flow notes pipe communicates in outside supply channel, the seepage flow notes pipe orientation the tunnel joint with the tunnel slip joint.
In an embodiment of the application, the upset cylinder piston rod one end is rotated and is provided with first connecting rod and second connecting rod, first connecting rod rotate connect in on the test stand, the second connecting rod rotate connect in on the station frame.
In an embodiment of this application, the tunnel is provided with the water pipe admittedly festival intercommunication, the water pump with the flowmeter that gushes communicates in proper order set up in gush on the water pipe, the water pump fuselage that gushes is provided with the mounting bracket.
In an embodiment of this application, it is provided with the station roller to rotate on the station frame, the worker's step frame slip cup joint in station roller surface, be provided with the davit seat on the station frame, the worker's step jar body set up in on the davit seat, be provided with a piece on the worker's step frame, worker's step jar piston rod one end rotate connect in on the piece.
In an embodiment of the application, the worker's step has fixed the cover and has connect the support arm, the gag lever post other end slides and runs through on the support arm, vibrating spring one end laminating in the support arm surface, be provided with the rocking arm on the crack emergence pole, the rocking arm rotate connect in on the support arm, gag lever post one end rotate connect in on the rocking arm, the vibrating spring other end laminating in on the rocking arm, gag lever post one end is provided with stop nut, stop nut towards the support arm surface.
In an embodiment of this application, be provided with the brace arm on the support arm, the vibration cylinder body is fixed in on the brace arm, vibration cylinder piston rod one end is provided with the bullet stopper, the bullet stopper orientation the pole takes place for the crack.
The beneficial effect of this application is: this application obtains through above-mentioned design a tunnel gushing water suddenly mud punishment and shunts experimental analogue means, in use, tunnel slipknot initial condition and the solid knot parallel and level intercommunication of butt joint department in tunnel, the simulation fault zone tunnel body, experimental soil sample adopts mealiness soil, the fine soil property simulation impervious bed of granule such as cohesive soil, send experimental soil sample into the rock soil incasement in turn, at first tentatively cover the tunnel, and carry out the compaction of certain degree, then fall tunnel cover soil layer top take a height through lift cylinder control water layer sponge, and carry out the landfill of secondary experimental soil sample, and carry out the punishment of certain degree, the extrusion of simulation structure ground layer to the tunnel. The water pressure injection pipe is communicated with an external pipeline to inject water into the water layer sponge, the water layer sponge expands when meeting water to extrude a peripheral soil layer, the soil layer is broken and cracked under the cutting action of the grid frame, the water layer sponge is filled with the water through water injection, the water is infiltrated into broken cracks of the soil layer, and the performance of a high-pressure water layer under a fault broken belt is simulated.
The tunnel is generally large in buried depth, original balance pressure can be broken through excavation, dislocation sliding between rock soil of fracture zones can destroy a waterproof layer on the periphery of the tunnel, and water burst and mud burst disasters are induced. The longitudinal cutting cylinder is used for controlling the tunnel sliding section to move in a staggered mode in the vertical direction, and the transverse cutting cylinder is used for controlling the tunnel sliding section to move in a staggered mode in the horizontal direction. Through the dislocation movement of the tunnel sliding sections, the section of the sample soil layer is driven to dislocate and slide, and the damage of the slippage between the rock soil layers under the fracture zone to the tunnel impervious bed is simulated. Water in the high-pressure water layer flows into cracks of the fracture zone through cracks of the broken soil layer, and then enters into staggered cracks between the tunnel fixed joint and the tunnel sliding joint, so that water burst and mud burst in the tunnel are initiated.
The water pressure is annotated the pipe and is lasted water injection to the water layer sponge, and the continuous inflation of water layer sponge extrudees peripheral soil layer, and high-pressure water layer periphery crack lasts development in the ground, and the cooperation lift cylinder control grid frame whereabouts cuts the soil layer, and the high-pressure water layer crack development in the ground of tunnel one side is accelerated, under the simulation hydrostatic pressure effect and the powerful water pressure effect, to the destruction of tunnel impervious bed to the calamity that suddenly mud gushes of the gushing water in the induction tunnel. The critical state of water burst and mud burst of the tunnel under the fracture zone is researched, the influence factors and characteristics of the water burst and mud burst of the tunnel are analyzed, and a certain theory is provided for the safe construction of the tunnel. Provides certain guidance for the research on the tunnel water burst mud outburst disaster mechanism and disaster control.
Drawings
In order to more clearly explain the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and that for those skilled in the art, other related drawings can be obtained from these drawings without inventive effort.
Fig. 1 is a schematic perspective view of a tunnel water burst mud outburst treatment shunt test simulation device provided in an embodiment of the present application;
fig. 2 is a schematic perspective view illustrating a geotechnical fracture assembly provided by an embodiment of the present application;
fig. 3 is a partial perspective view illustrating a geotechnical fracture assembly provided by an embodiment of the present application;
FIG. 4 is a schematic perspective view of a water layer breaking assembly according to an embodiment of the present disclosure;
fig. 5 is a schematic perspective view of an inrush water diversion assembly according to an embodiment of the present application;
FIG. 6 is a schematic perspective view of a fracture seepage assembly provided in accordance with an embodiment of the present disclosure;
FIG. 7 is a schematic perspective view of a fracture-seepage assembly according to an embodiment of the present disclosure.
In the figure: 100-a geotechnical fracture assembly; 110-tunnel fixed joint; 111-water surge pipe; 120-rock soil box; 121-hatch door; 122-a latch; 123-building a frame; 124-bracing frame; 130-a slitting cylinder; 131-supporting a table; 140-transverse cutting slide rail; 150-tunnel sliding joint; 160-transverse cutting cylinder; 300-water layer crushing component; 310-test rack; 311-a standing board; 312-a slide guide seat; 313-a hoisting ring; 320-lifting cylinder; 321-plug board; 330-a grid rack; 331-flange plate; 340-aqueous layer sponge; 350-water pressure injection pipe; 351-balance plate; 352-Water pressure connection; 500-a surge diverter assembly; 510-water accumulation cover; 520-a fracture flow meter; 530-water gushing flow meter; 540-water gush pump; 541-a mounting frame; 700-fracture seepage assembly; 710-a station frame; 711-station roll shafts; 712-boom seat; 720-turning over the cylinder; 721-a first link; 722-a second link; 730-step frame; 731-branch block; 732-support arm; 733-brace arm; 740-step cylinder; 750-crack-generating rod; 751-swivel arm; 760-a limiting rod; 761-limit nut; 770-a vibrating spring; 780-vibrating cylinder; 781-wadding; 790-seepage flow injection pipe.
Detailed Description
The technical solutions in the embodiments of the present application will be described below with reference to the drawings in the embodiments of the present application.
To make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments obtained by a person of ordinary skill in the art without any inventive work based on the embodiments in the present application are within the scope of protection of the present application.
Examples
As shown in fig. 1 to 7, the tunnel water inrush mud outburst treatment diversion test simulation device according to the embodiment of the application comprises a rock-soil fracture assembly 100, a water layer crushing assembly 300, a water inrush diversion assembly 500 and a fracture seepage assembly 700. The water layer breaking assembly 300 is installed on the rock-soil fracture assembly 100, the water inrush shunt assembly 500 is installed in the rock-soil fracture assembly 100, and the fracture seepage assembly 700 is installed on the rock-soil fracture assembly 100. Filling a rock-soil fracture assembly 100 with a rock-soil layer above the test earthwork simulation tunnel, and simulating the damage of the dislocation sliding of a fracture zone to a tunnel waterproof structure layer through the sliding of part of movable tunnel sections; the water layer crushing assembly 300 simulates an underground high-pressure water layer, and the edge of the water layer crushing assembly permeates a tunnel along with a crushed zone crack; the water inrush current distribution component 500 monitors the water seepage direction and flow rate on the peripheral side of the tunnel, and intensively performs current distribution and discharge and flow rate monitoring on large-scale water inrush mud burst in the tunnel; the fracture seepage assembly 700 simulates fracture runoff of a fracture zone on the passing peripheral side of the tunnel and simulates the damage phenomenon of fracture development of the fracture zone to a waterproof structure layer of the tunnel.
As shown in fig. 2-7, water burst and mud burst frequently occur in tunnel construction, and the construction progress and construction safety of tunnel engineering are affected by the fact that engineering is in the normalized construction management of continuous circulation of burst, emergency rescue, treatment and excavation for a long time. The critical state of water burst and mud burst of the tunnel under the fracture zone is researched, the influence factors and the characteristics of the water burst and mud burst of the tunnel are analyzed, and a certain theory is provided for the safe construction of the tunnel. Provides certain guidance for the research on the tunnel water burst mud outburst disaster mechanism and disaster control.
The geotechnical breaking assembly 100 includes a tunnel solid joint 110, a geotechnical tank 120, a slitting cylinder 130, a crosscut slide rail 140, a tunnel slip joint 150, and a crosscut cylinder 160. The tunnel fixing joint 110 is arranged in the rock soil box 120, the built frame 123 is arranged in the rock soil box 120, and the built frame 123 is bolted with the rock soil box 120. The tunnel fixing section 110 is lapped on the bridge 123, and the tunnel fixing section 110 is bolted with the bridge 123. The tunnel joint 110 is connected to the outside atmosphere, and the concrete tunnel joint 110 is opened to penetrate through the soil box 120. The longitudinal cutting cylinders 130 are uniformly arranged in the rock soil box 120, a support frame 124 is arranged in the rock soil box 120, and the support frame 124 is bolted with the rock soil box 120. The body of the slitting cylinder 130 is arranged in the support frame 124, and the slitting cylinder 130 is bolted with the support frame 124. The transverse cutting slide rail 140 is arranged at one end of a piston rod of the longitudinal cutting cylinder 130, one end of the piston rod of the longitudinal cutting cylinder 130 is provided with a supporting table 131, and the supporting table 131 is bolted with the longitudinal cutting cylinder 130. The transverse slide rail 140 is fixed on the supporting table 131, and the transverse slide rail 140 is bolted with the supporting table 131. Tunnel glides 150 slide across the surface of glide rails 140.
The tunnel sliding section 150 is communicated with the tunnel fixing section 110, the cylinder body of the transverse cutting cylinder 160 is arranged between the transverse cutting sliding rails 140, the cylinder body of the transverse cutting cylinder 160 is fixed on the supporting table 131, and the transverse cutting cylinder 160 is bolted with the supporting table 131. One end of the piston rod of the traverse cylinder 160 is disposed on the tunnel shoe 150, and the traverse cylinder 160 is bolted to the tunnel shoe 150. The rock soil box 120 is provided with a hatch door 121 in a rotating manner, and the hatch door 121 is connected with the rock soil box 120 through a pin shaft. The bolt 122 is slidably arranged on the rock soil box 120, and the bolt 122 is inserted into the cabin door 121, so that the test soil sample in the rock soil box 120 can be conveniently loaded and unloaded.
The water layer breaking assembly 300 includes a test rack 310, a lifting cylinder 320, a grid frame 330, a water layer sponge 340, and a water injection pipe 350. The test frame 310 is lapped on the top of the rock-soil box 120, and the rock-soil box 120 is bolted with the test frame 310. The cylinder body 320 is arranged on the test frame 310, the stand plate 311 is arranged on the test frame 310, and the stand plate 311 is welded with the test frame 310. The cylinder body of the lift cylinder 320 is fixed on the standing plate 311, and the lift cylinder 320 is bolted to the standing plate 311. The grid frame 330 is disposed at one end of the piston rod of the lifting cylinder 320, an inserting plate 321 is disposed at one end of the piston rod of the lifting cylinder 320, and the inserting plate 321 is bolted to the lifting cylinder 320. The inserting plate 321 is fixed on the grid frame 330, and the inserting plate 321 is bolted with the grid frame 330. The water layer sponge 340 is arranged in the grid frame 330, the grid frame 330 is provided with the flange plates 331, the flange plates 331 are welded with the grid frame 330, the flange plates 331 correspond to each other one by one, and the flange plates 331 are bolted to facilitate installation of the water layer sponge 340. The hydraulic pressure injection pipe 350 penetrates through the test frame 310 in a sliding mode, the station plate 311 is provided with a sliding guide seat 312, and the sliding guide seat 312 is bolted with the station plate 311.
The hydraulic injection pipe 350 slides through the sliding guide seat 312, so as to reduce the pipeline vibration caused by high-pressure water injection. One end of the hydraulic injection pipe 350 is disposed on the grid frame 330, one end of the hydraulic injection pipe 350 is fixed on the insert plate 321, and the hydraulic injection pipe 350 is welded to the insert plate 321. The water pressure injection pipe 350 is communicated with an external water supply line and the water layer sponge 340, respectively. The water pressure injection pipe 350 is communicated with a water pressure joint 352, and the water pressure joint 352 is in threaded connection with the water pressure injection pipe 350. The hydraulic fitting 352 communicates with an external water supply line. The fixed cover of adjacent water pressure notes between pipe 350 has connect the balance plate 351, and concrete balance plate 351 cup joints the surface of cup jointing water pressure notes pipe 350 and passes through the bolt locking. The balance plate 351 is disposed above the sliding guide 312 to limit the sliding of the hydraulic injection pipe 350. The hoisting rings 313 are arranged on the periphery of the test frame 310, so that the device is convenient to hoist, and test soil samples in the rock soil box 120 can be loaded and unloaded.
Tunnel sliding joint 150 initial condition and the solid 110 butt joint parallel and level intercommunication in tunnel, simulation fracture zone tunnel body, experimental soil sample adopts the thinner soil property simulation impervious bed of particles such as silty soil, cohesive soil, send experimental soil sample into in rock soil box 120 in batches, at first tentatively cover the tunnel, and carry out the compaction of certain degree, then control water layer sponge 340 through lift cylinder 320 and fall to tunnel cover soil layer top take the altitude, and carry out the landfill of experimental soil sample of second time, and carry out the punishment of certain degree, the extrusion of simulation structure ground layer to the tunnel. The water pressure injection pipe 350 is communicated with an external pipeline to inject water into the water layer sponge 340, the water layer sponge 340 expands with water to extrude surrounding soil layers, the soil layers are broken and cracked under the cutting action of the grid frame 330, the water layer sponge 340 is filled with the water through the water injection, the water is injected into the broken cracks of the soil layers, and the behavior of a high-pressure water layer under the broken fault zone is simulated.
The tunnel is generally large in buried depth, original balance pressure can be broken through excavation, dislocation sliding between rock soil of fracture zones can destroy a waterproof layer on the periphery of the tunnel, and water burst and mud burst disasters are induced. The longitudinal cutting cylinder 130 controls the vertical displacement of the tunnel slide 150, and the transverse cutting cylinder 160 controls the horizontal displacement of the tunnel slide 150. Through the dislocation movement of the tunnel sliding sections 150, the section dislocation slippage of the sample soil layer is driven, and the damage of slippage between the lower rock-soil layers of the fracture zone to the tunnel impervious layer is simulated. The water in the high-pressure water layer flows into the fracture zone through the fracture of the fractured soil layer, and then enters the staggered fracture between the tunnel fixed joint 110 and the tunnel sliding joint 150, so that water burst and mud burst in the tunnel are initiated.
The water pressure injection pipe 350 continuously injects water to the water layer sponge 340, the continuous expansion of the water layer sponge 340 extrudes the surrounding soil layer, the high-pressure water layer surrounding cracks in the rock soil continuously grow, the lifting cylinder 320 is matched with the grid frame 330 to control the falling and cutting of the soil layer, the growth of the high-pressure water layer cracks in the rock soil on one side of the tunnel is accelerated, the damage to the waterproof layer of the tunnel is simulated under the action of hydrostatic pressure and under the action of strong water pressure, and therefore the water gushing and mud outburst disasters in the tunnel are induced. The critical state of water burst and mud burst of the tunnel under the fracture zone is researched, the influence factors and the characteristics of the water burst and mud burst of the tunnel are analyzed, and a certain theory is provided for the safe construction of the tunnel. Provides certain guidance for the research on the tunnel water burst mud disaster mechanism and disaster control.
The surge diverter assembly 500 includes a surge boot 510, a crack flow meter 520, a surge flow meter 530, and a surge pump 540. The ponding cover 510 is laid on the peripheral side of the tunnel fixed joint 110 and the peripheral side of the tunnel slip joint 150, and the ponding cover 510 is bolted with the tunnel fixed joint 110 and the tunnel slip joint 150 respectively. The crack flow meters 520 are uniformly communicated and arranged on the water accumulation cover 510, and the crack flow meters 520 are in flange connection with the water accumulation cover 510. The water inrush flowmeter 530 is communicated with and arranged outside the tunnel fixed joint 110, the water inrush pump 540 is communicated with the water inrush flowmeter 530, the tunnel fixed joint 110 is communicated with and arranged with the water inrush pipe 111, and the water inrush pipe 111 is welded with the tunnel fixed joint 110. The water inrush pump 540 and the water inrush flowmeter 530 are sequentially communicated and arranged on the water inrush pipe 111, and the water inrush pipe 111 is respectively connected with the water inrush pump 540 and the water inrush flowmeter 530 through flanges. The body of the water inrush pump 540 is arranged outside the rock soil box 120, the body of the water inrush pump 540 is provided with a mounting frame 541, and the mounting frame 541 is bolted with the water inrush pump 540.
When sudden water and mud gushing are carried out in the simulated tunnel, the tunnel fixing joint 110 and the tunnel sliding joint 150 can be opened to simulate the ton bag to be quickly plugged, a tunnel face water collecting ditch is simulated through the laid water collecting cover 510, and water and mud gushing in the water collecting ditch are subjected to advanced water drainage and pressure reduction through the water gushing pipe 111. The fracture flow meter 520 detects the runoff seepage water flow of the fractures in all directions of the tunnel, indirectly detects the fracture development condition of the high-pressure water layer, and indirectly detects the dislocation slippage fracture development condition of the fracture layer by matching with visual observation of water gushing at the joint between the open tunnel fixed joint 110 and the tunnel sliding joint 150. The scale of water inrush mud in the tunnel is detected by the water inrush flowmeter 530 while the water inrush mud in the water inrush pipe 111 is rapidly discharged by the water inrush pump 540. The method has the advantages that water burst in the simulated tunnel is accurately monitored, the rectification and treatment diversion research on water burst and mud burst is facilitated, and a certain theory is provided for tunnel safety construction. Provides certain guidance for the research on the tunnel water burst mud outburst disaster mechanism and disaster control.
The fracture seepage assembly 700 includes a station frame 710, a turnover cylinder 720, a step frame 730, a step cylinder 740, a fracture generation rod 750, a limiting rod 760, a vibration spring 770, a vibration cylinder 780, and a seepage pipe 790. The station frame 710 is rotatably connected to the test frame 310, and the test frame 310 is connected with the station frame 710 through a pin shaft. The cylinder body of the overturning cylinder 720 is rotatably connected to the test stand 310, and the overturning cylinder 720 is in pin connection with the test stand 310. One end of a piston rod of the turning cylinder 720 is rotatably connected to the station frame 710, one end of the piston rod of the turning cylinder 720 is rotatably provided with a first connecting rod 721 and a second connecting rod 722, and the turning cylinder 720 is pin-connected with the first connecting rod 721 and the second connecting rod 722. The first link 721 is rotatably connected to the test frame 310, and the test frame 310 is pivotally connected to the first link 721. The second link 722 is rotatably connected to the station frame 710, and the second link 722 is pin-jointed with the station frame 710. The workstation frame 730 is rotatably connected to the workstation frame 710, a workstation roller shaft 711 is rotatably arranged on the workstation frame 710, and the workstation roller shaft 711 is connected with a bearing seat of the workstation frame 710.
Wherein, the work step frame 730 is sleeved on the surface of the station roll shaft 711 in a sliding way, and the work step frame 730 is connected with the station roll shaft 711 in a bearing way. The cylinder body of the working cylinder 740 is arranged on the station frame 710, the boom seat 712 is arranged on the station frame 710, and the boom seat 712 is bolted with the station frame 710. The cylinder body of the working cylinder 740 is mounted on the boom base 712, and the working cylinder 740 is bolted to the boom base 712. One end of the piston rod of the step cylinder 740 is rotatably connected to the step frame 730, a support piece 731 is arranged on the step frame 730, and the support piece 731 is welded to the step frame 730. One end of the piston rod of the working cylinder 740 is rotatably connected to the supporting block 731, and the working cylinder 740 is connected with the supporting block 731 through a pin shaft. The crack generation rod 750 is rotatably connected to the work step frame 730, the crack generation rod 750 is provided with a swivel arm 751, the swivel arm 751 is bolted to the crack generation rod 750, and the swivel arm 751 is rotatably connected to the support arm 732. One end of a limiting rod 760 is rotatably connected to the crack generation rod 750, one end of the limiting rod 760 is rotatably connected to a rotating arm 751, and the rotating arm 751 is in pin connection with the limiting rod 760. The other end of the limiting rod 760 is slidably inserted through the step frame 730.
Wherein, the work step frame 730 is fixedly sleeved with a support arm 732, and the support arm 732 is bolted with the work step frame 730. The other end of the limiting rod 760 is slidably inserted through the arm 732. The vibration spring 770 is sleeved on the limit rod 760, one end of the vibration spring 770 is attached to the walking frame 730, and one end of the vibration spring 770 is attached to the surface of the support arm 732. The other end of the vibration spring 770 is attached to the crack generation rod 750, and the other end of the vibration spring 770 is attached to the rotation arm 751. The limiting rod 760 has a limiting nut 761 at one end, and the limiting nut 761 faces the surface of the supporting arm 732. The stopper 760 is slid to be stopped. The cylinder 780 is mounted on the step frame 730, the arm 732 is mounted with a support arm 733, and the support arm 733 is bolted to the arm 732. The vibrating cylinder 780 has a cylinder body fixed to the arm 733, and the vibrating cylinder 780 is bolted to the arm 733. Vibration jar 780 piston rod one end takes place pole 750 towards the crack, and vibration jar 780 piston rod one end is provided with bullet stopper 781, and bullet stopper 781 takes place pole 750 towards the crack, and the vibrations of pole 750 are taken place to concrete realization crack, make things convenient for the development of crack runoff.
The seepage flow injection pipe 790 is arranged on the crack generation rod 750, and the seepage flow injection pipe 790 is welded with the crack generation rod 750. The seepage flow injection pipe 790 is communicated with an external water supply pipeline, and the seepage flow injection pipe 790 faces the tunnel fixed joint 110 and the tunnel sliding joint 150.
When the tunnel passes through a mountain structure to degrade the landform, the surrounding rock cracks develop frequently, the hardness changes frequently, and the soft and weak mud-containing layer is easy to soften after being eroded by water. The turning cylinder 720 is used for controlling the whole turning of the station frame 710, and the change direction of the runoff of the mountain valley gully fissure is simulated. The crack generation rod 750 is selected from a plurality of length specifications, the crack generation rod 750 is controlled to rotate by the working cylinder 740 and is inserted into the test soil sample, and the resistance of the crack generation rod 750 to cut the soil layer is balanced with the pressure of the vibration spring 770. Each specification length of the crack generation rod 750 cuts the soil layer to extend toward the simulated tunnel. The seepage flow injection pipe 790 is communicated with an external water supply pipeline to inject water into the cutting crack, so that a fracture zone crack water system is simulated and constructed. Control bullet stopper 781 supports through vibration jar 780 piston rod extension and presses the crack and takes place the pole 750 surface, thereby it runs through support arm 732 to drive gag lever post 760 slip, pole 750 extrusion vibrating spring 770 takes place for the crack, when vibration jar 780 piston rod retrieves fast, vibrating spring 770 kick-backs control crack and takes place pole 750 and produce vibrations, thereby simulation rock stratum crack is developed, the development of simulation crisis rock crack can destroy the impervious barrier of tunnel week side, influence factor and the characteristic that the water was gushed to the abrupt mud of analysis tunnel, provide certain theory for tunnel safety construction. Provides certain guidance for the research on the tunnel water burst mud outburst disaster mechanism and disaster control.
Specifically, this tunnel gushes water and suddenly mud punishment reposition of redundant personnel test analogue means's theory of operation: tunnel sliding joint 150 initial condition and the solid 110 butt joint parallel and level intercommunication in tunnel, simulation fracture zone tunnel body, experimental soil sample adopts the thinner soil property simulation impervious bed of particles such as silty soil, cohesive soil, send experimental soil sample into in rock soil box 120 in batches, at first tentatively cover the tunnel, and carry out the compaction of certain degree, then control water layer sponge 340 through lift cylinder 320 and fall to tunnel cover soil layer top take the altitude, and carry out the landfill of experimental soil sample of second time, and carry out the punishment of certain degree, the extrusion of simulation structure ground layer to the tunnel. The water pressure injection pipe 350 is communicated with an external pipeline to inject water into the water layer sponge 340, the water layer sponge 340 expands with water to extrude surrounding soil layers, the soil layers are broken and cracked under the cutting action of the grid frame 330, the water layer sponge 340 is filled with the water through the water injection, the water is injected into the broken cracks of the soil layers, and the behavior of a high-pressure water layer under the broken fault zone is simulated.
The tunnel is generally deep enough to be all bigger, can break original equilibrium pressure through excavating after, and the dislocation between the ground of fracture area slides, can destroy the peripheral impervious barrier in tunnel, induces gushing water and gush mud calamity. The longitudinal cutting cylinder 130 controls the vertical displacement of the tunnel shoe 150, and the transverse cutting cylinder 160 controls the horizontal displacement of the tunnel shoe 150. Through the dislocation movement of the tunnel sliding sections 150, the section dislocation slippage of the sample soil layer is driven, and the damage of slippage between the lower rock-soil layers of the fracture zone to the tunnel impervious layer is simulated. The water in the high-pressure water layer flows into the fracture zone cracks through the fracture soil layer cracks, and then enters the staggered cracks between the tunnel fixed joint 110 and the tunnel sliding joint 150, and water gushing and mud outburst in the tunnel are triggered.
The water pressure injection pipe 350 continuously injects water to the water layer sponge 340, the continuous expansion of the water layer sponge 340 extrudes the surrounding soil layer, the high-pressure water layer surrounding cracks in the rock soil continuously grow, the lifting cylinder 320 is matched with the grid frame 330 to control the falling and cutting of the soil layer, the growth of the high-pressure water layer cracks in the rock soil on one side of the tunnel is accelerated, the damage to the waterproof layer of the tunnel is simulated under the action of hydrostatic pressure and under the action of strong water pressure, and therefore the water gushing and mud outburst disasters in the tunnel are induced. The critical state of water burst and mud burst of the tunnel under the fracture zone is researched, the influence factors and the characteristics of the water burst and mud burst of the tunnel are analyzed, and a certain theory is provided for the safe construction of the tunnel. Provides certain guidance for the research on the tunnel water burst mud outburst disaster mechanism and disaster control.
Further, when sudden water and mud gushing are simulated in the tunnel, the tunnel fixing section 110 and the tunnel sliding section 150 can be opened to simulate fast blocking of ton bags, a tunnel face water collecting channel is simulated through the laid water collecting cover 510, and water and mud gushing in the water collecting channel is subjected to advanced water drainage and pressure reduction through the water gushing pipe 111. The fracture flow meter 520 detects the runoff seepage water flow of the fractures in all directions of the tunnel, indirectly detects the fracture development condition of the high-pressure water layer, and indirectly detects the dislocation slippage fracture development condition of the fracture layer by matching with visual observation of water gushing at the joint between the open tunnel fixed joint 110 and the tunnel sliding joint 150. The scale of water inrush mud in the tunnel is detected by the water inrush flowmeter 530 while the water inrush mud in the water inrush pipe 111 is rapidly discharged by the water inrush pump 540. The method has the advantages that water burst in the simulated tunnel is accurately monitored, the rectification and treatment shunting research of water burst mud outburst is facilitated, and a certain theory is provided for tunnel safety construction. Provides certain guidance for the research on the tunnel water burst mud disaster mechanism and disaster control.
In addition, when the tunnel passes through a high mountain structure to denude landforms, surrounding rock cracks develop frequently, the hardness changes frequently, and a soft and weak mud-containing layer is easy to soften after being eroded by water. The integral overturning of the station frame 710 is controlled by the overturning cylinder 720, and the change direction of the runoff of the valley gully fissure is simulated. The crack generation rod 750 has multiple length specifications, the crack generation rod 750 is controlled to rotate by the working step cylinder 740 to be inserted into the test soil sample, and the resistance of the crack generation rod 750 to cut the soil layer is balanced with the pressure of the vibration spring 770. Each specification length of the crack generation rod 750 cuts the soil layer to extend toward the simulated tunnel. The seepage flow injection pipe 790 is communicated with an external water supply pipeline to inject water into the cutting crack, so that a fracture zone crack water system is simulated and constructed. Control bullet stopper 781 supports through vibration jar 780 piston rod extension and presses the crack and takes place the pole 750 surface, thereby it runs through support arm 732 to drive gag lever post 760 slip, pole 750 extrusion vibrating spring 770 takes place for the crack, when vibration jar 780 piston rod retrieves fast, vibrating spring 770 kick-backs control crack and takes place pole 750 and produce vibrations, thereby simulation rock stratum crack is developed, the development of simulation crisis rock crack can destroy the impervious barrier of tunnel week side, influence factor and the characteristic that the water was gushed to the abrupt mud of analysis tunnel, provide certain theory for tunnel safety construction. Provides certain guidance for the research on the tunnel water burst mud disaster mechanism and disaster control.
It should be noted that the specific model specifications of the longitudinal cutting cylinder 130, the transverse cutting cylinder 160, the lifting cylinder 320, the fracture flow meter 520, the water inflow flow meter 530, the water inflow pump 540, the overturning cylinder 720, the step cylinder 740 and the vibrating cylinder 780 need to be determined by type selection according to the actual specification of the device, and the specific type selection calculation method adopts the prior art in the field, so detailed description is omitted.
The power supply and the principle of the slitting cylinder 130, the cross cutting cylinder 160, the lifting cylinder 320, the crack flow meter 520, the gush flow meter 530, the gush water pump 540, the overturning cylinder 720, the step cylinder 740 and the vibrating cylinder 780 are apparent to those skilled in the art and will not be described in detail herein.
The above description is only an example of the present application and is not intended to limit the scope of the present application, and various modifications and changes may be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application. It should be noted that like reference numerals and letters refer to like items in the following figures, and thus once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
Claims (10)
1. A tunnel gushes water and gushes mud punishment and shunts experimental analogue means, its characterized in that includes
The rock-soil fracture assembly (100) comprises a tunnel fixed joint (110), a rock-soil box (120), a longitudinal cutting cylinder (130), a transverse cutting slide rail (140), a tunnel sliding joint (150) and a transverse cutting cylinder (160), wherein the tunnel fixed joint (110) is arranged in the rock-soil box (120), the tunnel fixed joint (110) is communicated with the external atmosphere, cylinder bodies of the longitudinal cutting cylinder (130) are uniformly arranged in the rock-soil box (120), the transverse cutting slide rail (140) is arranged at one end of a piston rod of the longitudinal cutting cylinder (130), the tunnel sliding joint (150) slides on the surface of the tunnel slide rail (140), the tunnel sliding joint (150) is communicated in the transverse cutting cylinder (110), the cylinder body of the transverse cutting cylinder (160) is arranged between the transverse cutting slide rails (140), and one end of the piston rod of the transverse cutting cylinder (160) is arranged on the tunnel sliding joint (150);
the water layer crushing assembly (300) comprises a test frame (310), a lifting cylinder (320), a grid frame (330), water layer sponge (340) and a water pressure injection pipe (350), wherein the test frame (310) is lapped on the top of the rock soil box (120), a cylinder body of the lifting cylinder (320) is arranged on the test frame (310), the grid frame (330) is arranged at one end of a piston rod of the lifting cylinder (320), the water layer sponge (340) is arranged in the grid frame (330), the water pressure injection pipe (350) penetrates through the test frame (310) in a sliding mode, one end of the water pressure injection pipe (350) is arranged in the grid frame (330), and the water pressure injection pipe (350) is respectively communicated with an external water supply pipeline and the water layer sponge (340).
2. The tunnel water inrush mud treatment diversion test simulation device according to claim 1, wherein a hatch door (121) is rotatably arranged on the soil rock box (120), a bolt (122) is slidably arranged on the soil rock box (120), and the bolt (122) is inserted into the hatch door (121).
3. The device for simulating the tunnel water inrush mud treatment shunt test according to claim 1, wherein a bridge (123) is arranged in the rock soil box (120), and the tunnel fixing joint (110) is connected to the bridge (123).
4. The tunnel water inrush mud treatment shunt test simulation device as claimed in claim 1, wherein a support frame (124) is arranged in the soil box (120), a cylinder body of the longitudinal cutting cylinder (130) is arranged in the support frame (124), one end of a piston rod of the longitudinal cutting cylinder (130) is provided with a support table (131), the transverse cutting slide rail (140) is fixed on the support table (131), and a cylinder body of the transverse cutting cylinder (160) is fixed on the support table (131).
5. The tunnel water inrush mud treatment shunt test simulation device as claimed in claim 1, wherein a station board (311) is arranged on the test frame (310), a body of the lifting cylinder (320) is fixed on the station board (311), an insertion plate (321) is arranged at one end of a piston rod of the lifting cylinder (320), the insertion plate (321) is fixed on the grid frame (330), and one end of the hydraulic injection pipe (350) is fixed on the insertion plate (321).
6. The tunnel water inrush mud treatment shunt test simulation device as claimed in claim 5, wherein a sliding guide seat (312) is provided on the standing plate (311), and the hydraulic injection pipe (350) is slidably inserted through the sliding guide seat (312).
7. The device for simulating a tunnel water inrush mud treatment shunt test according to claim 6, wherein a balance plate (351) is fixedly sleeved between adjacent hydraulic injection pipes (350), and the balance plate (351) is arranged above the sliding guide seat (312).
8. The tunnel water and mud inrush treatment shunt test simulation device as claimed in claim 1, wherein a water pressure joint (352) is communicated with the water pressure injection pipe (350), and the water pressure joint (352) is communicated with an external water supply pipeline.
9. The device for simulating the tunnel water inrush mud treatment shunt test according to claim 1, wherein flange plates (331) are arranged on the grid frame (330), and the flange plates (331) correspond to each other one by one.
10. The device for simulating the tunnel water inrush mud treatment shunt test according to claim 1, wherein a hanging ring (313) is arranged on the periphery of the test frame (310).
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