CN203881961U - Tunnel construction large-scale integrated geophysics advanced detection model test device - Google Patents
Tunnel construction large-scale integrated geophysics advanced detection model test device Download PDFInfo
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- CN203881961U CN203881961U CN201420008786.7U CN201420008786U CN203881961U CN 203881961 U CN203881961 U CN 203881961U CN 201420008786 U CN201420008786 U CN 201420008786U CN 203881961 U CN203881961 U CN 203881961U
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Abstract
The utility model discloses a tunnel construction large-scale integrated geophysics advanced detection model test device, which comprises tunnel surrounding rock, a main tunnel model, a model test case, a water-containing geological structure device, a numerical control automation construction device and a main control chamber. The model test device is a large-scale integrated geophysics advanced detection model test device meeting the detection of a seismic wave method, an electromagnetic method and a direct current power method, the geophysics advanced detection model test device can be utilized for studying the geophysics response characteristics of the water-containing geological structure device in front of a tunnel face, in addition, various geophysics advanced detection forward and inversion methods of the water-containing geological structure device are verified, the relationship between some geophysics detection method results and the water inflow is studied, and the test foundation is laid for the water inflow prediction and the advanced prediction of the water-containing geological construction device in actual engineering.
Description
Technical field
The utility model relates to a kind of geophysics forward probe model test apparatus, relates in particular to a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus.
Background technology
Enter 21 century, worldwide basis Facilities Construction has welcome the climax of " underground space " exploitation, and as the primary structure form of underground works, tunnel construction scale and quantity are more and more.Tunnel is mainly divided into road and rail traffic tunnel, the defeated water transfer of water conservancy tunnel, municipal pipeline tunnel, mining tunnel etc.For the Tunnel Engineering of building under complex geological condition, owing to being difficult to investigate thoroughly the geological condition in circuit region in the geologic prospect stage in early stage, cause the geologic hazards such as the prominent mud of frequent generation gushing water, tower in construction are prevented, large deformation, have a strong impact on construction safety.For example: Japanese blue or green letter seabed tunnel in 1969 with 1976 twice because water inrush accident floods, 33 people die, the disability of people more than 1300, the duration was incured loss through delay more than 2 years; In the process of building, there is altogether the prominent stone of extensive prominent mud, water burst gushes husky 71 times in China's Yuanliangshan Tunnel, serious threat construction safety, incured loss through delay the duration.Therefore, be extremely necessary the geological condition of tunnel tunnel face front to implement forward probe, verify solution cavity, underground river, tomography etc. and may bring out the tectonic structure of geologic hazard.
Tunnel geological forecast is to utilize the means such as probing and geophysical exploration, survey the tunnel excavation geological condition of side in front, before construction, grasp the rock tunnel surrounding structure and properties in front, and the situation of the unfavorable geology structure such as solution cavity, underground river, tomography, for further constructing guidance be provided, to avoid the executing geologic hazards such as the prominent mud of gushing water, landslide, large deformation, ensure the safety of construction.In the research and practice of constructing tunnel phase advance geologic prediction, it is found that because the multi-solution of Geophysics Inversion decipher and the complicacy of acquisition environment cause the Effect on Detecting of single method undesirable, often occur qualitatively judging inaccurate, the problems such as positioning precision is low, cause wrong report, fail to report or misrepresent deliberately, cause hidden trouble to construction safety.In order to improve reliability and the accuracy of advance geologic prediction, people are often interosculated multiple forecasting procedure, implement Synthetic Geological Prediction Ahead of Construction, and various forecast results are verified mutually, mutually supplement, and can effectively improve Effect on Detecting.
In order to disclose the geophysics response characteristic of typical unfavorable geology, set up tunnel front unfavorable geology three-dimensional localization and instream flow estimate quantitative identification method, research and development Novel physical Detection Techniques, checking Effect on Detecting, evaluate equipment performance, it is very important setting up a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus.Geophysical exploration model test can build known geologic condition, and acquisition environment that is virtually reality like reality and detected object have a very important role for checking detection performance effect.
The physical experiments of geophysical exploration refers to follows physics and similarity criterions how much by the physical prototype of dielectric, builds scale model, to simulate in actual geologic condition and real acquisition environment according to certain scale factor in testing laboratory.By the observation of the geophysical field in model, set up the relation between model structure, structure, physical property and the Changing Pattern thereof of medium and the feature of geophysical field and variation thereof.Utilize this relation, just can physical prototype be studied and be surveyed according to the geophysical field observing on the physical prototype of dielectric.Geophysical exploration test is the basic theory of Solid Geophysics and exploration geophysics and important channel and the means of method and technology research.
The just development of model test at present, existing model test exists that detection means is single, scale and the limitation such as engineer's scale is little, simulation geological type is single, material is not reproducible, for example: document " goaf two-dimensional ultrasonic physical model experiment research ", Zhao Jiafu, Jilin University's journal, model test apparatus in literary composition is only aimed at seismic method, and its model is made up of poly (methyl methacrylate) plate and the tank of a 80cm × 20cm × 0.3cm, and engineer's scale is too small; Document " physical simulation of tunnel total space Transient electromagnetic response ", paint Tai Yue, modern tunneling technique, the model test in literary composition is only aimed at transient electromagnetic method, and its moulded dimension is 4m × 2m × 1.5m, and its internal material fixes, and can simulate geological type single.
According to the investigation to prior art, we think for constructing tunnel Synthetic Geological Prediction Ahead of Construction physical simulation techniques and equipment, the subject matter facing is as follows: 1. owing to need to realizing the similarity physical simulation of seismic wave method, electromagnetic method and three kinds of detection methods of DC electrical method, the similarity principle of every kind of detection method differs from one another, parameter request to test material also differs from one another, and is difficult to find a kind of analog material that can simultaneously meet three kinds of detection methods; 2. simulate actual geologic condition and acquisition environment for real, and can meet the border requirement that seismic wave field, electromagnetic field and DC electric field are propagated, require the size of physical experiments device and macro ratio chi large; 3. in practice of construction, exist the multiple moisture tectonic structure devices such as solution cavity, underground river, tomography, for the geophysics response and detection and identify effect of the moisture tectonic structure device of sort research typical case, require can simulate dissimilar moisture tectonic structure device in physical experiments; 4. because the cost of physical experiments is higher, if only can simulate single geological condition, geologic anomaly body and analog material non-exchange with recycling, greatly increased research cost, therefore require to realize the quick layout of dissimilar anomalous body, to simulate different geological conditions; 5. existing physical experiments device is for a certain detection means design substantially, but geophysical exploration has the feature of multi-solution and acquisition environment complicacy, require physical test device to there is the multiple detection methods such as seismic wave method, electromagnetic method and DC electrical method, and the result of these detection means is carried out to contrast verification, but how the recording geometry of various detection means arranges in physical model, not disturbing each other, is a difficult problem.
Utility model content
The purpose of this utility model is exactly in order to address the above problem, a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus is provided, the detection requirement that this device can meet integrated induced polarization method, transient electromagnetic method, seismic method, borehole radar method, resistivity CT method, realizes polynary integrated geophysical survey.
To achieve these goals, the utility model adopts following technical scheme:
A kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus, it comprises tunnel surrounding, main tunnel model, model test shell, moisture tectonic structure device, numerically controlled automatic constructing device, level detection boring and master-control room; Tunnel surrounding is filled in model test shell, the main tunnel model of model test is positioned at the position, middle, front of model test shell, moisture tectonic structure device is placed in main tunnel model front, numerically controlled automatic constructing device is arranged on the top of model test shell, level detection boring is arranged at model test apparatus inside, master-control room is positioned at model test housing exterior, communicates by letter with numerically controlled automatic constructing device with moisture tectonic structure device.
Described tunnel surrounding, for simulating the tunnel surrounding situation of actual tunnel construction, it is a kind of analog material that meets seismic wave field, electromagnetic field and DC electric field simultaneously and survey required resistivity and velocity of wave requirement, and described analog material is formed by following mass parts mixed compaction by following component:
100 parts, soil
Cement 4-20 part
Stone 10-25 part,
Wherein the moisture control of soil is 8%～16%, and whole analog material compaction Control is 0.75～0.95; Described soil and stone are the aggregate of analog material, and cement is jointing compound, and stone is 3～4 orders, and cement directly mixes with dry powder; The velocity of wave of described analog material is 230～1260m/s, and resistivity is 20～340 Ω m.
A preparation method for above-mentioned tunnel surrounding, carries out according to the following steps:
(1), according to material requested resistivity, velocity of wave parameter, according to velocity of wave and resistivity and water percentage, compactness relation curve, find out suitable water percentage and compactness by numerical value;
(2) now dig underground soil sample some, by oven dry, sunshine or water feeding method, make soil moisture content reach predetermined water percentage, it is some that gravel filters out 3～4 order particle diameter stones by sieve;
(3) take respectively each starting material and put into stirring machine, fully mix;
(4) composite material is put into model, layering windrow, carries out hand compaction, reaches predetermined compactness.
Described main tunnel model comprises tunnel model face and the tunnel model cavity of connection, and tunnel model cavity becomes as a whole with tunnel model face; Described tunnel model cavity is divided into inside and outside two-layer, internal layer comprises that housing and be positioned at enclosure interior for retraining the annular stiffening rib of housing radial deformation, skin are provided with and is positioned at outside and is respectively used to retrain the outer stiffening rib of annular of the radial and axial distortion of tunnel model cavity and axial outer stiffening rib; On described tunnel model face, be furnished with respectively electrode mounting hole, electromagnetic method coil brace, borehole radar exploration hole and the transient electromagnetic placement hole of popping one's head in advance, on described tunnel model face, being furnished with seismic wave method excites measuring point and receives measuring point, the xsect of described tunnel model cavity internal layer shell is six sections of symmetrical structures that circular arc forms by five heart circles, the cobble shape that whole xsect is up-narrow and down-wide, periphery is round and smooth.
Described borehole radar exploration hole and the transient electromagnetic placement hole of popping one's head in advance lays respectively at tunnel model face side feet, and both are cylindric, measure-alike.
Described electrode mounting hole is cylindric, and electrode mounting hole is reserved on tunnel model face according to the requirement of DC electrical method or induced polarization method arrangement of measuring-line, and electrode is arranged in electrode mounting hole according to actual needs.
The requirement that described electromagnetic method coil brace is arranged according to transient electromagnetic method coil is reserved four supports on tunnel model face, and described four are configured to rectangle.
Described model test shell is reinforced concrete structure, and the geometrical factor ratio G of whole model test apparatus is 6, and described geometrical factor ratio is prototype physical dimension and the ratio of model geometric size.
Described moisture tectonic structure device, comprise the controlled water-bearing structure shell of infiltration coefficient of free die casting, water inlet pipe, rising pipe, flow of inlet water control device, water flow control device, water tank and ripples speed controllable device, wherein, water inlet pipe and rising pipe are installed in respectively the both sides of water-bearing structure shell, flow of inlet water control device is fixed on water inlet pipe, water flow control device is arranged on rising pipe, one end of described water inlet pipe is connected with water tank, the part that described water inlet pipe and described rising pipe are positioned at water-bearing structure shell is respectively equipped with several water inlet that forms multiple water channels and water delivering orifices, described water-bearing structure shell also with based on the pneumatic ripples speed controllable device dusting is connected.
Described water inlet pipe and rising pipe are connected on water-bearing structure shell by the flow control apparatus of water respectively, and the part that described water inlet pipe and rising pipe are positioned at water-bearing structure enclosure is divided into respectively the pipeline of some directions by the flow control apparatus of water.
Described ripples speed controllable device comprises computing machine, described computing machine is connected with air compressor and acoustic emission transducer respectively, described air compressor is connected with the porous comb one end of inserting water-bearing structure shell, there are some parallel pipelines other one end of described porous comb, and described acoustic emission transducer is positioned at the inside of water-bearing structure shell.
Described flow of inlet water control device, comprise flow controller, described flow controller is connected with computing machine, described flow controller is also connected with frequency converter, described frequency converter is connected with variable-frequency motor, described variable-frequency motor is connected with flow of inlet water meter, and described flow of inlet water meter is connected with computing machine, and described flow of inlet water meter is arranged in water inlet pipe.
Described water flow control device, comprise flow controller, described flow controller is connected with computing machine, described flow controller is also connected with frequency converter, described frequency converter is connected with variable-frequency motor, described variable-frequency motor is connected with water flow meter, and described water flow meter is connected with computing machine, and described water flow meter is arranged in rising pipe.
The flow control apparatus of described water is triple channel solenoid valve, and described triple channel solenoid valve is connected with computing machine.
Described water-bearing structure shell adopts the seepy material die casting of the controllable penetration coefficient of good penetrability to form.The material of described water-bearing structure shell comprises cement, grain slag, stone, FRP muscle, according to 1 part of cement, and grain slag 1.25-2.05 part, stone 0.50-1.25 part, the die casting of water 0.3-0.75 part quality mixture ratio forms.
The manufacture method that described water-bearing structure device adopts, step is as follows:
Step (1): build water-bearing structure shell: select suitable firm mould and template according to the water-bearing structure type that will make and shape, in just mould by FRP muscle according to the pitch arrangement colligation of setting; According to setting infiltration coefficient requirement, select match ratio, cement, grain slag and stone are first stirred at stirring machine, then add water, then stir; Then pour in firm mould and template, and shake tamping, build moulding; The setting-up time demoulding later, according to some days of concrete curing regulation maintenance;
Step (2): the ripples speed controllable device based on pneumatic stirring is installed: excess plastic powder is joined in the water in water-bearing structure shell and made suspension by air compressor, acoustic emission transducer fixes according to fixed range, porous comb is fixed, computing machine is connected with air compressor and acoustic emission transducer respectively, air compressor is connected with porous comb;
Step (3): the flow control apparatus that is installed into water flow control device and water: flow controller is connected with two frequency converters respectively, two frequency converters are connected with variable-frequency motor respectively, variable-frequency motor is connected with flow of inlet water meter and water flow meter respectively; Flow control apparatus and the computing machine of water connect, and the flow control apparatus of water is arranged on the two ends of water-bearing structure shell; Water inlet pipe and rising pipe are connected with water-bearing structure shell respectively;
Step (4): water-bearing structure device lifting with bury underground: on the multifunctional tunnel advance geologic prediction physical experiments device of setting length, width and height, use to revolve according to assigned address and dig device and excavate appropriate depth by filling out the model digging, water-bearing structure device is hung to the position of having excavated with row, the country rock analog material excavating is buried to compacting;
Step (5): by the Elastic Wave Velocity of computer settings water, flow and the flow direction of water, control related device and carry out work.
When water-bearing structure shell is built in described step (1), first, need to reserve in water-bearing structure shell both sides the hole of two diameter 3cm, respectively as the position of Inlet and outlet water and the installation of saliva pipe; Simultaneously need to be in the hole of the reserved diameter 2cm of shell, the position of installing as the porous comb connecting pipe in water-bearing structure; Also need to be at the square opening of the reserved 0.2 × 0.2m of water-bearing structure shell, and make the lid that is applicable to its size, this square opening uses when filling solid filling material, after having filled, the lid of making is fixed on shell with bolt, and reserved square opening is sealed up.
Described numerically controlled automatic constructing device, comprise the horizontal guide rail that is fixed on model test shell top, the twin beams gantry crane moving along guide rail direction on horizontal guide rail, be arranged on 360 ° of rotatable drawing out soil equipment and anomalous body Handling device on twin beams gantry crane, and for realizing range finding, feedback and the synthetic numerical control operating system of Presentation Function in real time; Twin beams gantry crane moves along horizontal guide rail, and 360 ° of rotatable drawing out soil equipment move or move vertically downward along twin beams gantry crane.
Described twin beams gantry crane is made up of Full-door girder and the thigh support that is fixed on Full-door girder two ends, and described girder is twin-spar construction, is designed with trolley track on girder, and every single-beam of girder is all designed to box beam structure.
Described thigh support comprises end carriage and the travel mechanism of two battered legs, bottom, two battered leg composition A type supports, and two battered legs are connected with travel mechanism by the end carriage of bottom.
Described travel mechanism both sides are designed with the steel plate buckle that prevents that crane from de-orbiting.
Described 360 ° of rotatable drawing out soil equipment comprise lorry, rotating mechanism, guide pole, grab bucket and main hydraulic system;
Described lorry moves on the trolley track of Full-door girder, guide pole is connected with lorry by the guide pole hole being arranged on lorry, guide pole is connected with grab bucket by rotating mechanism, guide pole is scalable, and main hydraulic system is worked and drives the flexible of guide pole with normal for the rotation that drives grab bucket.
The ground-engaging element that described anomalous body Handling device comprises hoist and is connected with hoist, described ground-engaging element moves along one of them single-beam of twin beams gantry crane girder.
Described synthetic numerical control operating system can realize range finding, feedback function and show in real time the duty of whole device, and described synthetic numerical control operating system design has automatic control and manually controls two kinds of patterns.
Described level detection boring, have 3 pairs, wherein 1 pair of boring is positioned at main tunnel tunnel face front, for arrangement, the installation of resistivity CT method electrode and the sending of borehole radar method antenna of the leading probe of transient electromagnetic method, other 2 pairs of borings that potential electrode is installed run through whole model test apparatus, lay respectively at upper left and upper right, lower-left and the bottom right of model test apparatus, for the detection of resistivity CT method and borehole radar method.
Described master-control room, for controlling and showing each operation of test, communicates by letter with numerically controlled automatic constructing device with moisture tectonic structure device.
A kind of Comprehensive Geophysics forward probe method that uses above-mentioned detection model test unit is:
Whole detection steps is as follows:
1. pre-buried geologic anomaly body: determining after the three-dimensional position of pre-buried geologic anomaly body in model test, utilize from numerically controlled automatic constructing device, in tunnel surrounding, carrying out quick three-dimensional location excavates, moisture tectonic structure device is carried and buried underground in the precalculated position in main tunnel model front, by tunnel surrounding backfill compacting;
2. the connection of sniffer and detection test, specifically comprises:
(1) detection method is selected and equipment connection; Need to select detection method according to test, as: induced polarization method, transient electromagnetic method, seismic method, borehole radar method, resistivity CT method, and its supporting detecting devices is connected, test for geophysics forward probe;
(2) selection of electrode and level detection boring; According to the detection method choosing, electrode or the level detection boring of selecting corresponding method to use, wherein: induced polarization method need use on main tunnel tunnel face and tunnel cavity on the electrode laid, borehole radar method and resistivity CT method need be according to the three-dimensional positions of pre-buried moisture tectonic structure device, select any 2 borings, ensure that moisture tectonic structure device is between level detection boring;
(3) detection and result of detection checking thereof; By being used in conjunction with of detecting devices and electrode or boring, carry out various geophysics forward probes, and the detection data collecting is carried out to Geophysics Inversion processing, obtain the response results of moisture tectonic structure device, thereby the information such as moisture tectonic structure device three-dimensional position, size that obtains detecting, and verify with the actual information such as moisture tectonic structure device three-dimensional position, size of burying underground, judge the accuracy of various detection methods.
The beneficial effects of the utility model:
1. the utility model proposes a kind of integrated induced polarization method, transient electromagnetic method, seismic method, borehole radar method of engineer's scale super large, the Comprehensive Geophysics forward probe model test apparatus of resistivity CT method, whole model test apparatus reasonable design tunnel surrounding, main tunnel model, model test shell, moisture tectonic structure device, numerically controlled automatic constructing device, and master-control room, realize polynary integrated geophysical survey;
2. the utility model proposes a kind of analog material that simultaneously meets seismic wave field, electromagnetic field and many requirement of similarities of DC electric field, it is made up of silty clay, cement and rubble, by controlling water percentage and compactness, meet the requirement of the required resistivity 200 Ω m of seismic wave field, electromagnetic field and DC electric field detection method and velocity of wave 1000m/s, thereby can simulate more accurately actual geological condition;
3. the utility model proposes a kind of moisture tectonic structure device of controllable parameter, moisture tectonic structure device comprises the water speed controllable device based on Pneumatic mixing device, the controlled moisture tectonic structure crust of the device of infiltration coefficient of the flow of water and flow control system and free die casting, it has realized the controllable adjustment to water body velocity of wave, and control to water flow and the flow direction, meet seismic method, electromagnetic method, the polynary geophysical field requirement of DC electrical method, realize the moving flow of water and the control of the flow direction, can realize the poorly simulation of the different water-filling states of plastid by the control of the water yield, solve the requirement of induced polarization method to moving water simulation by the control flowing to, can simulate underground river, solution cavity, the multiple poorly plastid of zone of fracture and combination thereof by free die casting difformity,
4. the utility model proposes a kind of numerically controlled automatic constructing device for large-scale geophysical exploration test, it comprises twin beams gantry crane, horizontal guide rail, 360 ° of rotatable drawing out soil equipment, geologic anomaly body Handling device, main hydraulic system, and hybrid ranging and feedback and show in real time numerical control operating system, the full-automatic quick three-dimensional that this device has not only been realized in large-scale geophysical exploration test tunnel surrounding is accurately located digging technology, realize material in model test, geologic anomaly body is replaceable to be repeated, and it is little to have energy consumption, efficiency is high, workable, safe feature,
5. whole model equipment is reserved with space and the designed lines that multiple forward probe equipment is laid, can conveniently mount and dismount electrode, arrange instrument, can meet the requirement of induced polarization method, transient electromagnetic method, seismic method, borehole radar method, the laying of resistivity CT fado kind advanced prediction method device.
Brief description of the drawings
Fig. 1 is the utility model large-scale synthesis geophysics forward probe model test apparatus schematic diagram;
Fig. 2 is the main tunnel model one-piece construction of the utility model cutting plane schematic diagram;
Fig. 3 is the moisture tectonic structure device of the utility model schematic diagram;
Fig. 4 is the utility model numerically controlled automatic constructing device schematic diagram;
Fig. 5 is the distributed in three dimensions schematic diagram that the utility model is surveyed boring;
Fig. 6 is that the main tunnel model face of the utility model is for induced polarization method or DC electrical method advanced prediction electrode scheme of installation.
Wherein, 1, tunnel surrounding; 2, main tunnel model; 3, model test shell; 4, moisture tectonic structure device; 5, numerically controlled automatic constructing device; 6, master-control room; 7, tunnel model cavity; 8, tunnel model face; 9, housing; 10, stiffening rib in annular; 11, the outer stiffening rib of annular; 12, axial outer stiffening rib; 13, water flow control device; 14, flow of inlet water control device; 15, water tank; 16, air compressor; 17, computing machine; 18, triple channel solenoid valve; 19, rising pipe; 20, porous comb; 21, acoustic emission transducer; 22, water inlet pipe; 23, cable; 24, twin beams gantry crane; 25, horizontal guide rail; 26,360 ° of rotatable drawing out soil equipment; 27, anomalous body Handling device; 28, wire; 29, electrode; 30, level detection boring.
Embodiment
Below in conjunction with accompanying drawing and embodiment, the utility model is described in further detail:
Embodiment 1:
As shown in Figure 1, a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus, it comprises tunnel surrounding 1, main tunnel model 2, model test shell 3, moisture tectonic structure device 4, numerically controlled automatic constructing device 5, level detection boring 30 and master-control room 6; Tunnel surrounding 1 is filled in model test shell 3, main tunnel model 2 is positioned at the position, middle, front of model test shell 3, moisture tectonic structure device 4 is placed in main tunnel model 2 fronts, numerically controlled automatic constructing device 5 is arranged on the top of model test shell 3, level detection boring 30 is arranged at model test apparatus inside, master-control room 6 is positioned at model test shell 3 outsides, communicates by letter with numerically controlled automatic constructing device 5 with the main tunnel model 2 of model test, moisture tectonic structure device 4.
A kind of tunnel surrounding 1, in model test apparatus, its effect is tunnel surrounding 1 situation in the construction of simulation actual tunnel, it is that one can meet seismic wave field, electromagnetic field and DC electric field simultaneously and surveys required resistivity and velocity of wave requirement, the analog material of simple in structure, easy to operate seismic method, electromagnetic method, electrical method combined detection physical experiments.
Analog material is by soil, cement and rubble, is prepared from through mixing, and it is made up of following weight portion raw material: 100 parts of silty claies, 12 parts of cement, 20 parts of rubbles.
The preparation method of above-mentioned tunnel surrounding analog material, carries out according to the following steps:
(1), according to material requested resistivity, velocity of wave parameter, according to velocity of wave and resistivity and water percentage, compactness relation, find out suitable water percentage 12% and compactness 0.85;
(2) now dig underground soil sample some, by oven dry, sunshine or water feeding method, make soil moisture content reach predetermined water percentage 12%, it is some that gravel filters out 3～4 order particle diameter stones by sieve;
(3) take respectively each starting material and put into stirring machine, wherein 100 parts of silty claies, 12 parts of cement, 20 parts of rubbles, fully mix;
(4) composite material is put into model, layering windrow, carries out hand compaction, reaches predetermined compactness 0.85.
Recording tunnel surrounding analog material resistivity is 200 Ω m, and velocity of wave is 1000m/s, can meet seismic wave field, electromagnetic field and DC electric field simultaneously and survey required resistivity and velocity of wave requirement, thereby can simulate more accurately actual geological condition.
As shown in Figure 2, a kind of main tunnel model 2, is made up of tunnel model cavity 7 and tunnel model face 8 two parts.Wherein, tunnel model cavity 7 is divided into inside and outside two-layer: internal layer is: " ring rib cobble shell " structure, comprises stiffening rib 10 in housing 9 and annular; Skin is " Steel Space grid " structure, comprises the outer stiffening rib 11 of annular and axial outer stiffening rib 12.Tunnel model face 8 is provided with electrode 4 mounting holes, electromagnetic method coil brace, borehole radar exploration hole and the transient electromagnetic placement hole of popping one's head in advance, and is carved with detailed mark for recording the position of seismic wave method shot point and acceptance point.
" ring rib cobble shell " structure is made up of stiffening rib 10 two parts in housing 9 and annular.The xsect of described housing 9 is six sections of symmetrical structures that circular arc forms by five heart circles, the housing 9 upper and lower vertical ranges in inner space are about 2.0m, left and right horizontal distance is about 1.7m, the about 3cm of housing 9 wall thickness, the similar cobble of whole cross sectional shape, wide under upper point, periphery is round and smooth, this structural strength is high, rigidity large, good stability, can bear larger top load and lateral load than common tunnel model structure.In described annular, stiffening rib 10 is positioned at housing 9 inside, and the radial deformation of constraint housing 9, to 9 overall booster actions of housing, is circular layout in being, interval 1m between rib and rib, and every stiffening rib width is about 10cm, is highly about 5cm.In housing 9 and annular, stiffening rib 10 one-piece casting in the time making, becomes one.
" Steel Space grid " structure is positioned at housing 9 outsides, is made up of the outer stiffening rib 11 of annular and axial outer stiffening rib 12 two parts.Outer stiffening rib 11 width of described annular are about 2cm, are highly about 10cm, interval 20cm between rib and rib; Axially outer stiffening rib 12 width are about 2cm, are highly about 10cm, along the axial elongated distribution of housing 9 outside surface, totally 8 sections; The outer stiffening rib 11 of annular and axially outer stiffening rib 12 form " Steel Space grid " structure jointly, this structure can strengthen the ability of tunnel model carrying external pressure, the radial compression that reduces tunnel model and axially nonaffine deformation greatly, one-piece casting in the time making, becomes one.
As shown in Figure 6, electrode 4 mounting holes are reserved on tunnel model face 8 according to the requirement of DC electrical method, induced polarization method arrangement of measuring-line, on face, always have from top to bottom round (order is followed successively by 1,2,3,4,5 from top to bottom), each row's spacing 0.4m, each arranges adjacent two hole center distance is 0.15m, wherein the 1st, 5 rows respectively have 6 holes, and the 2nd, 3,4 rows respectively have 10 holes, amount to 42 holes; Each electrode 4 mounting holes are cylindric, opening diameter 3cm, and the long 10cm of barrel bus, is convenient to lay power supply and potential electrode 4.
The requirement that electromagnetic method coil brace is arranged according to transient electromagnetic method coil is configured to by four that reserve on tunnel model face 8, four support lines form a rectangle just, and advanced prediction personnel can utilize four supports to complete quickly and easily the layout of transmitting coil.
Borehole radar exploration hole and the transient electromagnetic placement hole of popping one's head in advance lays respectively at tunnel model side feet, be cylindric, opening diameter 0.2m, the long 1m of barrel bus; Due to two holes measure-alike, position is suitable, in the time of actual detection, the leading probe of borehole radar antenna or transient electromagnetic is placed to wherein and is all fine in any one hole.It is pointed out that and pop one's head in advance need to be placed to darker position time when borehole radar antenna or transient electromagnetic, need only be in each aperture external PE pipe or a pvc pipe that bore is identical, length is enough.
Detailed mark is on tunnel model face, to utilize the seismic wave method forward probe of ruler Accurate Calibration uses excite measuring point and receive measuring point, according to the requirement of seismic wave method arrangement of measuring-line, on tunnel model face 8, arrange a vertical survey line and a horizontal survey line, wherein on vertical survey line, there are 20 measuring points, measuring point spacing 0.1m, on horizontal survey line, there are 16 measuring points, measuring point spacing 0.1m.
Tunnel model face 8 wall thickness are 5cm, and face cross section is identical with described housing 9 sizes, and in the time making, the two builds into as a whole.
Can realize the tunnel model test device of many geophysical fields forward probe is completely built and is formed by GFRP Filament Wound Composite, light weight is high-strength, be wound around one-shot forming, one-piece casting, model surface is smooth, material internal density uniformity is good, after completing, there is stronger Electromgnetically-transparent performance, and can not produce any electromagnetic interference (EMI), can be advanced prediction personnel and carry out test and polynary geophysical instrument in model inside and test a desirable test platform is provided.
Before carrying out induced polarization method or DC electrical method advanced prediction, only transmitting electrode 4, potential electrode need be inserted to electrode 4 mounting holes on tunnel model face 8, knock gently with iron hammer, make electrode 4 and front of tunnel heading Rock And Soil good contact, then electrode 4 is connected on cable 23 by wire 28, just can starts the work of electrical method advanced prediction.
Before carrying out transient electromagnetic method advanced prediction, on four electromagnetic method coil braces that transmitting coil is fastened on tunnel model face 8, receiving coil can move arbitrarily collection signal at inner mobile, the transient electromagnetic forward probe probe arbitrarily of transmitting coil in the middle of transient electromagnetic is popped one's head in placement hole in advance.
Before carrying out borehole radar method advanced prediction, borehole radar antenna need only be put into borehole radar exploration hole, connect instrument, borehole radar antenna moves and just can gather the signal that front Rock And Soil reflects arbitrarily in hole.
Carrying out seismic wave method advanced prediction when work, utilize the hammer that impulses on ready-made mark, to knock on tunnel model face 8, wave detector is placed on other positions of mark and carries out signals collecting.
A kind of model test shell 3, it is made up of reinforced concrete structure, the size of whole model is that 17m(is long) × 7.6m(is wide) × 6m(is high), the geometrical factor ratio G of whole model test apparatus is 6(prototype physical dimension and the ratio of model geometric size), its exterior wall thickness is 0.4m, in order to resist the suffered moment of flexure of body of wall, adopt the thick reinforced-concrete of 0.7m to perform base plate in junction, bottom, and on body of wall, be reserved with main tunnel and survey boring.It seems from the size of main tunnel model 2 and model test shell 3, this model test apparatus is a kind of large-scale model test platform, can more approach actual detection condition, can reflect more really detection rule.
As shown in Figure 3, moisture tectonic structure device 4, comprise the controlled water-bearing structure shell of infiltration coefficient of free die casting, the both sides of water-bearing structure shell are separately installed with water inlet pipe 22 and rising pipe 19, water inlet pipe 22 is provided with flow of inlet water control device 14, rising pipe 19 is provided with water flow control device 13, and one end of water inlet pipe 22 is connected with water tank 15, and the part that water inlet pipe 22 and rising pipe 19 are positioned at water-bearing structure shell is respectively equipped with several water inlet that forms multiple water channels and water delivering orifices; Water-bearing structure shell also with based on the pneumatic ripples speed controllable device dusting is connected.
Water inlet pipe 22 and rising pipe 19 are connected on water-bearing structure shell by the flow control apparatus of water respectively, and the part that water inlet pipe 22 and rising pipe 19 are positioned at water-bearing structure enclosure is divided into respectively the pipeline of some directions by the flow control apparatus of water.
Ripples speed controllable device comprises computing machine 17, computing machine 17 is connected with air compressor 16 and acoustic emission transducer 21 respectively, air compressor 16 is connected with porous comb 20 one end of inserting water-bearing structure shell, there are some parallel pipelines other one end of porous comb 20, and acoustic emission transducer 21 is positioned at the inside of water-bearing structure shell.
Flow of inlet water control device 14, comprise flow controller, flow controller is connected with computing machine 17, flow controller is also connected with frequency converter, frequency converter is connected with variable-frequency motor, variable-frequency motor is connected with flow of inlet water meter, and flow of inlet water meter is connected with computing machine 17, and flow of inlet water meter is arranged in water inlet pipe 22.
Water flow control device 13, comprise flow controller, flow controller is connected with computing machine 17, flow controller is also connected with frequency converter, frequency converter is connected with variable-frequency motor, variable-frequency motor is connected with water flow meter, and water flow meter is connected with computing machine 17, and water flow meter is arranged in rising pipe 19.
The flow control apparatus of water is triple channel solenoid valve 18, and triple channel solenoid valve 18 is connected with computing machine 17.
Water-bearing structure shell adopts the seepy material die casting of the controllable penetration coefficient of good penetrability to form.The material of water-bearing structure shell comprises cement, grain slag, stone, FRP muscle, according to 1 part of cement, and grain slag 1.25-2.05 part, stone 0.50-1.25 part, the die casting of water 0.3-0.75 part quality mixture ratio forms.
The manufacture method that moisture tectonic structure device 4 adopts, step is as follows:
Step (1): build water-bearing structure shell: select suitable firm mould and template according to the moisture tectonic structure type of device that will make and shape, in just mould by FRP muscle according to the pitch arrangement colligation of setting; According to setting infiltration coefficient requirement, select match ratio, cement, grain slag and stone are first stirred at stirring machine, then add water, then stir; Then pour in firm mould and template, and shake tamping, build moulding; The setting-up time demoulding later, according to some days of concrete curing regulation maintenance;
Step (2): the ripples speed controllable device based on pneumatic dusting device is installed: excess plastic powder is joined in the water in water-bearing structure shell and made suspension by air compressor 16, acoustic emission transducer 21 fixes according to fixed range, porous comb 20 is fixed, computing machine 17 is connected with air compressor 16 and acoustic emission transducer 21 respectively, air compressor 16 is connected with porous comb 20;
Step (3): the flow control apparatus that is installed into water flow control device 13 and water: flow controller is connected with two frequency converters respectively, two frequency converters are connected with variable-frequency motor respectively, variable-frequency motor is connected with flow of inlet water meter and water flow meter respectively; The flow control apparatus of water and computing machine 17 connect, and the flow control apparatus of water is arranged on the two ends of water-bearing structure shell; Water inlet pipe 22 and rising pipe 19 are connected with water-bearing structure shell respectively;
Step (4): the lifting of moisture tectonic structure device with bury underground: on the multifunctional tunnel advance geologic prediction physical experiments device of setting length, width and height, use to revolve according to assigned address and dig device and excavate appropriate depth by filling out the model digging, moisture tectonic structure device is hung to the position of having excavated with row, the country rock analog material excavating is buried to compacting;
Step (5): set the Elastic Wave Velocity of water, flow and the flow direction of water by computing machine 17, control related device and carry out work.
When water-bearing structure shell is built in step (1), first, need to reserve in water-bearing structure shell both sides the hole of two diameter 3cm, respectively as the position of Inlet and outlet water and the installation of saliva pipe; Simultaneously need to be in the hole of the reserved diameter 2cm of shell, the position of installing as porous comb 20 connecting pipes in moisture tectonic structure device; Also need to be at the square opening of the reserved 0.2 × 0.2m of water-bearing structure shell, and make the lid that is applicable to its size, this square opening uses when filling solid filling material, after having filled, the lid of making is fixed on shell with bolt, and reserved square opening is sealed up.
Principle of work based on the pneumatic ripples speed controllable device dusting is, because the ripple ratio expection of water wants high, therefore to adopt molding powder suspension to carry out controllable adjustment to its velocity of wave.In molding powder suspension, the content of molding powder can have impact to velocity of wave, and content is higher, and velocity of wave is lower; The content of molding powder in molding powder suspension is to control by the power of air compressor 16, and when power is high, the even bubble that porous comb 20 produces is many, and the molding powder blowing afloat in suspension is more, and in suspension, the content of molding powder is also just higher.Therefore, the controlled employing feedback regulation of velocity of wave: add excessive molding powder in water, computer control air compressor 16, with the power work of 200KW, produces even bubble in porous comb 20, makes molding powder in water, keep being suspended; Acoustic emission probe work simultaneously, the Elastic Wave Velocity of test suspension, and Real-time Feedback is to computing machine 17, in the time that ripple ratio predicted value is high or low, computing machine 17 is adjusted the operating power (50-370KW) of air compressor 16, reduce or increase the content of molding powder in water, velocity of wave is raise or reduce, realize the real-time controllable adjustment of velocity of wave of water.
The principle of work of flow of inlet water control device 14 and water flow control device 13: control flow controller by computing machine 17, flow controller is respectively by the Frequency Converter Control variable-frequency motor of water inlet end and water side, control the turnover water yield, Inlet and outlet water flowmeter carries out Real-time Feedback to the turnover water yield to computing machine 17, the feedback information that flow controller receives according to computing machine 17 is controlled in real time to frequency converter, and flow controller shows real-time traffic and total Body Water simultaneously.
Water-bearing structure shell adopts the seepy material of the controllable penetration coefficient of good penetrability to form by the mode die casting that is similar to concreting.Shell shape adopts plank sheathing die casting to form, the different shape of the free die casting of energy, and the underground river of simulating according to need, solution cavity, the zone of fracture differently shape of plastid are selected different plank sheathing shapes, can simulate the differently plastid such as underground river, solution cavity, zone of fracture.
As shown in Figure 4, numerically controlled automatic constructing device 5, comprise the horizontal guide rail 25 that is fixed on model test abutment wall top, the twin beams gantry crane 24 moving along guide rail direction on horizontal guide rail 25, be arranged on 360 ° of rotatable drawing out soil equipment 26 and anomalous body Handling device 27 on twin beams gantry crane 24, and for realizing range finding, feedback and the synthetic numerical control operating system of Presentation Function in real time.
Twin beams gantry crane 24 moves along horizontal guide rail 25, and 360 ° of rotatable drawing out soil equipment 26 move or move vertically downward along twin beams gantry crane 24.Twin beams gantry crane 24 is made up of Full-door girder and the thigh support that is fixed on Full-door girder two ends, and girder is twin-spar construction, is designed with trolley track on girder, and every single-beam of girder is all designed to box beam structure.
Thigh support comprises end carriage and the travel mechanism of two battered legs, bottom, two battered leg composition A type supports, and two battered legs are connected with travel mechanism by the end carriage of bottom.Travel mechanism both sides are designed with the steel plate buckle that prevents that crane from de-orbiting.
360 ° of rotatable drawing out soil equipment 26 comprise lorry, rotating mechanism, guide pole, grab bucket and main hydraulic system, described lorry moves on the trolley track of Full-door girder, guide pole is connected with lorry by the guide pole hole being arranged on lorry, guide pole is connected with grab bucket by rotating mechanism, and main hydraulic system is worked and drives the flexible of guide pole with normal for the rotation that drives grab bucket; This drawing out soil equipment has solved a difficult problem of cutting the earth and fetch earth in deep, has also solved the carrying problem of soil at model top simultaneously, and the problem of earthen backfill, adds that this grab bucket can 360 ° of rotations, and the anomalous bodys that can complete different trends are buried underground.
Anomalous body Handling device 27 comprises a hoist, and the ground-engaging element of hoist, this device is arranged on girder on one of them single-beam, along this single-beam walking, not no at ordinary times time, can retreat to a side of beam, in work time, can move to the assigned address anomalous body of slinging as required, and can complete anomalous body carrying, bury, take out action underground.
Synthetic numerical control operating system can realize range finding, feedback function and show in real time the duty of whole device, and synthetic numerical control operating system design has automatic control and manually controls two kinds of patterns.
Determine the three-dimensional coordinate (X of pre-buried anomalous body in the model soil body, Y, Z) after, twin beams gantry crane 24 moves to coordinate X along horizontal guide rail 25,360 ° of rotatable drawing out soil equipment 26 move to coordinate Y along twin beams gantry crane 24, and 360 ° of rotatable drawing out soil equipment 26 move to coordinate Z vertically downward.
As shown in Figure 5, level detection boring 30, have 3 pairs, wherein 1 pair of boring is positioned at main tunnel tunnel face 8 fronts, for arrangement, the installation of resistivity CT method electrode and the sending of borehole radar method antenna of the leading probe of transient electromagnetic method, other 2 pairs of borings that electrode is installed run through whole model test apparatus, lay respectively at upper left and upper right, lower-left and the bottom right of model test apparatus, for the detection of resistivity CT method and borehole radar method.
The detection of borehole radar method: its concrete detection test step is:
1: pre-buried geologic anomaly body.Determining after the three-dimensional position of pre-buried geologic anomaly body in model test, utilize automated construction device, first in model test tunnel surrounding, carry out quick three-dimensional location and excavate, then water-bearing structure is carried and buried underground in precalculated position, finally by the backfill of tunnel surrounding material compacting.
2: the connection of sniffer and test.
(1) selection level is surveyed boring: according to pre-buried water-bearing structure three-dimensional position, select any 2 borings, ensure that moisture tectonic structure device is between 2 level detection boring, for surveying across hole radar method.
(2) connection of equipment: connect radar host computer, notebook, 2 borehole radar antennas, power supply and other supporting detecting devicess.
(3) detection and result of detection checking thereof.
First, using a borehole radar antenna as receiving antenna, and be delivered to one of them level detection deep of holing, another one borehole radar antenna is as emitting antenna, is also delivered to the another one level detection deep of holing.
Then, utilize notebook control radar main frame to carry out radar data acquisition for the first time, then emitting antenna is surveyed to spacing m toward outer movement of boring, receiving antenna is motionless, carry out again radar data acquisition for the second time, then again emitting antenna is moved and surveys spacing m outward at every turn, until move to away from search coverage, carry out for the third time, the 4th time ... survey for the n time, n, m are natural number.
Equally, then 2 borehole radar antennas are delivered to the deep of former level detection boring, former emitting antenna is motionless as receiving antenna, and former receiving antenna in like manner carries out n time radar data acquisition as emitting antenna.
Finally, the radar data collecting is carried out to Geophysics Inversion processing, obtain the radar detection response wave shape figure of moisture tectonic structure device, thereby obtain the information such as the position size of the moisture tectonic structure device of search coverage, and carry out contrast verification with actual conditions.
Embodiment 2:
A kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus, it comprises tunnel surrounding 1, main tunnel model 2, model test shell 3, moisture tectonic structure device 4, numerically controlled automatic constructing device 5, level detection boring 30 and master-control room 6; Tunnel surrounding 1 is filled in model test shell 3, main tunnel model 2 is positioned at the position, middle, front of model test shell 3, moisture tectonic structure device 4 is placed in main tunnel model 2 fronts, numerically controlled automatic constructing device 5 is arranged on the top of model test shell 3, level detection boring 30 is arranged at model test apparatus inside, master-control room 6 is positioned at model test shell 3 outsides, communicates by letter with numerically controlled automatic constructing device 5 with the main tunnel model 2 of model test, moisture tectonic structure device 4.
The proportioning of tunnel surrounding, the laying of other devices and preparation method quote embodiment 1.
Induced polarization method: its concrete detection test step is:
1: pre-buried geologic anomaly body.Determining after the three-dimensional position of pre-buried geologic anomaly body in model test, utilize automated construction device, first in model test tunnel surrounding, carry out quick three-dimensional location and excavate, then water-bearing structure is carried and buried underground in precalculated position, finally by the backfill of tunnel surrounding material compacting.
2: the connection of sniffer and test.
(1) select exploring electrode; Induced polarization method need to be utilized on the row's electrode of 5 on tunnel model face 8 and tunnel cavity apart from tunnel model face 0.5m, 1m, 1.5m, 2m, 2.5m, 3m, 3.5m, 4m, 4.5m, 5m, the default exploring electrode in 5.5m place.
(2) connection of equipment; Connect induced polarization method main frame, power supply, and all exploring electrodes of using are connected with main frame.
(3) detection and result of detection checking thereof.
First, by tunnel cavity apart from the exploring electrode at tunnel model face 0.5m place as transmitting electrode, the row of 5 on face electrode, as receiving electrode, is discharged to the 5th row from first and receives successively signal, surveys for the first time;
In like manner, by on tunnel cavity apart from the exploring electrode at tunnel model face 1m, 1.5m, 2m, 2.5m, 3m, 3.5m, 4m, 4.5m, 5m, 5.5m place as transmitting electrode, on tunnel model face 85 row electrode is as receiving electrode, be discharged to the 5th row from first and receive successively signal, carry out the 2nd, 3 ..., survey for 11 times;
Finally, the detection data collecting is carried out to Geophysics Inversion processing, obtain the response results of moisture tectonic structure device, thus the information such as moisture tectonic structure device three-dimensional position, size that obtains detecting, and carry out contrast verification with actual conditions.
By reference to the accompanying drawings embodiment of the present utility model is described although above-mentioned; but the not restriction to the utility model protection domain; one of ordinary skill in the art should be understood that; on the basis of the technical solution of the utility model, those skilled in the art do not need to pay various amendments that creative work can make or distortion still in protection domain of the present utility model.
Claims (19)
1. a constructing tunnel large-scale synthesis geophysics forward probe model test apparatus, is characterized in that: it comprises tunnel surrounding, main tunnel model, model test shell, moisture tectonic structure device, numerically controlled automatic constructing device, level detection boring and master-control room; Tunnel surrounding is filled in model test shell, the main tunnel model of model test is positioned at the position, middle, front of model test shell, moisture tectonic structure device is placed in main tunnel model front, numerically controlled automatic constructing device is arranged on the top of model test shell, level detection boring is arranged at model test apparatus inside, master-control room is positioned at model test housing exterior, communicates by letter with numerically controlled automatic constructing device with moisture tectonic structure device.
2. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 1, it is characterized in that: described main tunnel model comprises tunnel model face and the tunnel model cavity of connection, and tunnel model cavity becomes as a whole with tunnel model face; Described tunnel model cavity is divided into inside and outside two-layer, internal layer comprises that housing and be positioned at enclosure interior for retraining the annular stiffening rib of housing radial deformation, skin are provided with and is positioned at outside and is respectively used to retrain the outer stiffening rib of annular of the radial and axial distortion of tunnel model cavity and axial outer stiffening rib; On described tunnel model face, be furnished with respectively electrode mounting hole, electromagnetic method coil brace, borehole radar exploration hole and the transient electromagnetic placement hole of popping one's head in advance, on described tunnel model face, being furnished with seismic wave method excites measuring point and receives measuring point, the xsect of described tunnel model cavity internal layer shell is six sections of symmetrical structures that circular arc forms by five heart circles, the cobble shape that whole xsect is up-narrow and down-wide, periphery is round and smooth.
3. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 2, it is characterized in that: described borehole radar exploration hole and the transient electromagnetic placement hole of popping one's head in advance lays respectively at tunnel model face side feet, both are cylindric, measure-alike.
4. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 2, it is characterized in that: described electrode mounting hole is cylindric, electrode mounting hole is reserved on tunnel model face according to the requirement of DC electrical method or induced polarization method arrangement of measuring-line, and electrode is arranged in electrode mounting hole according to actual needs.
5. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 2, it is characterized in that: the requirement that described electromagnetic method coil brace is arranged according to transient electromagnetic method coil is reserved four supports on tunnel model face, described four are configured to rectangle.
6. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 1, it is characterized in that: described model test shell is reinforced concrete structure, the geometrical factor ratio G of whole model test apparatus is 6, and described geometrical factor ratio is prototype physical dimension and the ratio of model geometric size.
7. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 1, it is characterized in that: described moisture tectonic structure device, comprise the controlled water-bearing structure shell of infiltration coefficient of free die casting, water inlet pipe, rising pipe, flow of inlet water control device, water flow control device, water tank and ripples speed controllable device, wherein, water inlet pipe and rising pipe are installed in respectively the both sides of water-bearing structure shell, flow of inlet water control device is fixed on water inlet pipe, water flow control device is arranged on rising pipe, one end of described water inlet pipe is connected with water tank, the part that described water inlet pipe and described rising pipe are positioned at water-bearing structure shell is respectively equipped with several water inlet that forms multiple water channels and water delivering orifices, described water-bearing structure shell also with based on the pneumatic ripples speed controllable device dusting is connected.
8. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 7, it is characterized in that: described water inlet pipe and rising pipe are connected on water-bearing structure shell by the flow control apparatus of water respectively, the part that described water inlet pipe and rising pipe are positioned at water-bearing structure enclosure is divided into respectively the pipeline of some directions by the flow control apparatus of water.
9. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 7, it is characterized in that: described ripples speed controllable device comprises computing machine, described computing machine is connected with air compressor and acoustic emission transducer respectively, described air compressor is connected with the porous comb one end of inserting water-bearing structure shell, there are some parallel pipelines other one end of described porous comb, and described acoustic emission transducer is positioned at the inside of water-bearing structure shell.
10. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 7, it is characterized in that: described flow of inlet water control device, comprise flow controller, described flow controller is connected with computing machine, described flow controller is also connected with frequency converter, and described frequency converter is connected with variable-frequency motor, and described variable-frequency motor is connected with flow of inlet water meter, described flow of inlet water meter is connected with computing machine, and described flow of inlet water meter is arranged in water inlet pipe.
11. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 7, it is characterized in that: described water flow control device, comprise flow controller, described flow controller is connected with computing machine, described flow controller is also connected with frequency converter, and described frequency converter is connected with variable-frequency motor, and described variable-frequency motor is connected with water flow meter, described water flow meter is connected with computing machine, and described water flow meter is arranged in rising pipe.
12. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 8, is characterized in that: the flow control apparatus of described water is triple channel solenoid valve, described triple channel solenoid valve is connected with computing machine.
13. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 1, it is characterized in that: described numerically controlled automatic constructing device, comprise the horizontal guide rail that is fixed on model test shell top, the twin beams gantry crane moving along guide rail direction on horizontal guide rail, be arranged on 360 ° of rotatable drawing out soil equipment and anomalous body Handling device on twin beams gantry crane, and for realizing range finding, feedback and the synthetic numerical control operating system of Presentation Function in real time; Twin beams gantry crane moves along horizontal guide rail, and 360 ° of rotatable drawing out soil equipment move or move vertically downward along twin beams gantry crane.
14. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 13, it is characterized in that: described twin beams gantry crane is made up of Full-door girder and the thigh support that is fixed on Full-door girder two ends, described girder is twin-spar construction, on girder, be designed with trolley track, every single-beam of girder is all designed to box beam structure.
15. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 14, it is characterized in that: described thigh support comprises end carriage and the travel mechanism of two battered legs, bottom, article two, battered leg composition A type support, two battered legs are connected with travel mechanism by the end carriage of bottom.
16. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 15, is characterized in that: described travel mechanism both sides are designed with the steel plate buckle that prevents that crane from de-orbiting.
17. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 13, is characterized in that: described 360 ° of rotatable drawing out soil equipment comprise lorry, rotating mechanism, guide pole, grab bucket and main hydraulic system;
Described lorry moves on the trolley track of Full-door girder, guide pole is connected with lorry by the guide pole hole being arranged on lorry, guide pole is connected with grab bucket by rotating mechanism, guide pole is scalable, and main hydraulic system is worked and drives the flexible of guide pole with normal for the rotation that drives grab bucket.
18. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 13, it is characterized in that: the ground-engaging element that described anomalous body Handling device comprises hoist and is connected with hoist, described ground-engaging element moves along one of them single-beam of twin beams gantry crane girder.
19. a kind of constructing tunnel large-scale synthesis geophysics forward probe model test apparatus as claimed in claim 1, it is characterized in that: described level detection boring, have 3 pairs, wherein 1 pair of boring is positioned at main tunnel tunnel face front, for arrangement, the installation of resistivity CT method electrode and the sending of borehole radar method antenna of the leading probe of transient electromagnetic method, other 2 pairs of borings that potential electrode is installed run through whole model test apparatus, lay respectively at upper left and upper right, lower-left and the bottom right of model test apparatus, for the detection of resistivity CT method and borehole radar method.
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|---|---|---|---|
| CN201420008786.7U CN203881961U (en) | 2014-01-07 | 2014-01-07 | Tunnel construction large-scale integrated geophysics advanced detection model test device |
| US14/397,547 US9989671B2 (en) | 2014-01-07 | 2014-01-26 | Tunnel construction large-scale integrated geophysical advanced detection model test device |
| PCT/CN2014/000100 WO2015103720A1 (en) | 2014-01-07 | 2014-01-26 | Tunnel construction large-scale comprehensive geophysics advance detection model test apparatus |
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| CN201420008786.7U CN203881961U (en) | 2014-01-07 | 2014-01-07 | Tunnel construction large-scale integrated geophysics advanced detection model test device |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105785468A (en) * | 2016-01-05 | 2016-07-20 | 西南交通大学 | Destructive testing apparatus and method for simulating tunnel going through oblique displaced active fault |
| CN105824047A (en) * | 2015-01-07 | 2016-08-03 | 淮南矿业(集团)有限责任公司 | Transient electromagnetic advanced detection monitoring device and method |
| CN107944086A (en) * | 2017-10-27 | 2018-04-20 | 江苏普旭软件信息技术有限公司 | A kind of fast modeling method based on borehole data |
| CN109613066A (en) * | 2018-11-26 | 2019-04-12 | 四川省环科院科技咨询有限责任公司 | A method of groundwater velocity is measured using DC charging method and advantage flows to |
-
2014
- 2014-01-07 CN CN201420008786.7U patent/CN203881961U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105824047A (en) * | 2015-01-07 | 2016-08-03 | 淮南矿业(集团)有限责任公司 | Transient electromagnetic advanced detection monitoring device and method |
| CN105785468A (en) * | 2016-01-05 | 2016-07-20 | 西南交通大学 | Destructive testing apparatus and method for simulating tunnel going through oblique displaced active fault |
| CN107944086A (en) * | 2017-10-27 | 2018-04-20 | 江苏普旭软件信息技术有限公司 | A kind of fast modeling method based on borehole data |
| CN109613066A (en) * | 2018-11-26 | 2019-04-12 | 四川省环科院科技咨询有限责任公司 | A method of groundwater velocity is measured using DC charging method and advantage flows to |
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