CN105716960A - Foundation pit excavation model test device used in complicated groundwater environment - Google Patents
Foundation pit excavation model test device used in complicated groundwater environment Download PDFInfo
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- CN105716960A CN105716960A CN201610207298.2A CN201610207298A CN105716960A CN 105716960 A CN105716960 A CN 105716960A CN 201610207298 A CN201610207298 A CN 201610207298A CN 105716960 A CN105716960 A CN 105716960A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/026—Specifications of the specimen
- G01N2203/0284—Bulk material, e.g. powders
Abstract
The invention discloses a foundation pit excavation model test device used in the complicated groundwater environment. The foundation pit excavation model test device comprises a model box, a water tank, symmetry-plane soil retaining units, a foundation pit supporting structure, a pressure-bearing empty space, a confined water pressure adjusting system and a measuring system, wherein the water tank is arranged at the upper right part inside the model box; the symmetry-plane soil retaining units are fixed on the model box; the pressure-bearing empty space is arranged at the bottom of the model box; the confined water pressure adjusting system comprises a miniature water pressure transmitter, an organic glass cylinder device and a flowmeter. According to the foundation pit excavation model test device, dynamic change of water table level and confined water pressure in a foundation pit excavation process can be simulated; water-soil pressure and deformation of a foundation pit under the action of dynamically changed water table level and confined water pressure are measured, related test data are disposed, the issues about foundation pit stress, deformation development rules and the like are determined, effective test data support is provided for research of foundation pit problems caused by complicated groundwater environment such as the dynamic change of the water table level and the confined water pressure and the like, and the basis is provided for a later theoretical analysis model.
Description
Technical field
The present invention relates to a kind of excavation models assay device, particularly relate to phreatic table and artesian pressure dynamically changes etc. and intricately to descend the excavation of foundation pit model test apparatus under water environment conditions, can be used for simulated diving position and interaction between bearing course and the weak water penetration soil mass of foundation pit of overlying when artesian pressure dynamically changes, the Water And Earth Pressures response of foundation ditch and problem on deformation when research trends change phreatic table and artesian pressure.
Background technology
In strand, riparian area rich groundwater, engineering often faces below aquiclude at the bottom of Deep Foundation Pit and remains the situation at bearing course, due to pressure reduction well dewatering confined water, large-scale rainfall, river flood stages pass by, tide change etc. will cause phreatic table and the change of artesian pressure occurrence dynamics, thus affecting foundation pit deformation that the complicated groundwater environment such as foundation ditch Water And Earth Pressures, deformation and stability, phreatic table and artesian pressure dynamically change causes further and destabilization problems is one of the material risk source of such area deep-foundation pit engineering.
Adopting set soil constitutive model compared to the research of economics analysis method and finite element numerical method, calculated phreatic table and artesian pressure dynamically change the soil mass water soil pressure caused and deformation size has very big dependency to calculating choosing of parameter；In Practical Project, the more difficult Water And Earth Pressures carried out (being positioned at excavation of foundation pit region) at the bottom of Foundation Pit is monitored in real time, carries out engineering monitoring data statistic analysis similar in a large number to obtain phreatic table and the method for deformation rule that artesian pressure dynamically changes the hole end aquiclude caused also is difficult to realize；In view of geotechnical model test under Chang Chongli, do not affect Soil Microstructure, soil particle size and soil particle interphase interaction relation are consistent with practical situation, the interaction between subsoil water and the soil particle of soil mass of foundation pit can be objectively responded, be widely used in considering the microexamination of resistance to shear of soil strain stress relation.
At present, the research of the relevant geotechnical model test of traditional groundwater effect, being left out in water gas enters the unsaturated soil problem that the test soil body is likely to cause；Consider the excavation models test of constant phreatic table effect, have research (Peng Shuquan. sand barricade failure mechanism grand thin see research [D]. Tongji University, 2007.) adopt thin film to connect retaining wall and model casing by smearing the method for epoxy resin after corona, the method can obtain excess pore water pressure, soil pressure and foundation pit deformation data in the test soil body, but film corona technique is complex, when lateral diaphragm wall displacement is bigger, thin film is likely to tear in moving process or owing to soil particle friction causes breakage, it is impossible to smoothly completes test or is repeated test.Consider the excavation models test of WATER LEVEL CHANGES impact, have research (Sun Wei. the test of coastal region deep basal pit character and theoretical research [D]. Zhejiang University, 2015.) adopt fixed retaining wall method, the method can only obtain the situation of change of excess pore water pressure in the soil body, soil pressure change accurately and foundation pit deformation data cannot be obtained, still suffer from larger difference with actual base pit engineering response condition under dynamic level of ground water effect；The soil test of a large amount of simulated groundwater change often considers the changed in stages of phreatic table or artesian pressure, generally suspend test when every one-level phreatic table or artesian pressure switch, therefore can not realize phreatic table or artesian pressure continuously dynamically changes, it is impossible to inquire into phreatic table or the dynamic rate of change of artesian pressure to problems such as the Water And Earth Pressures response of foundation ditch, soil deformation and stability influences in digging process.
In excavation models is tested, great majority research completes the foundation ditch stress under operating mode for every one-level excavation and propping and deformation launches, and does not consider stress and the deformation of foundation ditch foundation ditch in excavation or propping process.In the model test considering Excavation Process, research is had to adopt earth bag (the AzevedoRF.CentrifugeandAnalyticalModellingofExcavationin Sand.PhDthesis of the weight such as unloading equal-volume, UniversityofColorado, Boulder, CO, USA, 1983.) or discharge generation soil liquid (BoltonMDandPowrieW.Thecollapseofdiaphragmwallsretainingc lay.G é otechnique, 1987, 37 (3): 335-353.) the method simulation soil excavation unloading such as, this type of method can not the change of stress field in the soil body that causes of accurate simulation excavation of foundation pit, the foundation ditch stress and the deformation that cause with actual excavation of foundation pit still suffer from certain difference.The model test employing pre-plugged of a large amount of simulating excavation installs the method for the retaining wall of support, the direct excavation pit soil body, propping operation need not be carried out again, the method is relatively simple, but preset all inner supports all will in whole digging process stress, obviously and the foundation ditch stressing conditions of Practical Project inconsistent, also cannot the stress of foundation ditch and deformation in non-propping situation in accurate simulation Excavation Process.Having research to adopt hydraulic jack to apply, to retaining wall support, the installation that the method simulation of power supports at present, the method adopts hydraulic means more complicated, the method inapplicable when excavation of foundation pit width is bigger.Additionally the excavation plane of symmetry of most excavation of foundation pit models is vertical fixing baffle plate, realizes excavation of foundation pit by grabbing downwards soil or soil digging, and the method can not excavate soil layer, the soil body that meeting disturbance is not excavated by clear definition；The method is loaded down with trivial details, not easily operates, and when particularly the soil body larger in size or needs excavation of excavation of foundation pit model is more, the workload of test operation is quite big.Therefore, how to realize soil excavation and support exactly and the Important Problems being to need in excavation of foundation pit model test to solve is installed.
Summary of the invention
In order to overcome above-mentioned the deficiencies in the prior art, the invention provides the excavation of foundation pit model test apparatus under complicated groundwater environment, solve the problem of modelling that in test, phreatic table and artesian pressure dynamically change, can the interaction between subsoil water and soil mass of foundation pit when dynamically changing of simulated diving position and artesian pressure, measure Water And Earth Pressures and the deformation of foundation ditch under the phreatic table and artesian pressure effect dynamically changed, arrange correlation test data and determine the problem such as stress and development of deformation rule of foundation ditch when phreatic table and artesian pressure dynamically change, the foundation ditch Study on Problems caused for the complicated groundwater environment such as phreatic table and artesian pressure dynamically change provides effective test data support, and provide foundation for theoretical analysis model afterwards.
The technical solution adopted for the present invention to solve the technical problems is: the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment, regulates system and seven parts of measurement system including model casing, water tank, some planes of symmetry gear soil unit, foundation pit supporting construction, pressure-bearing Stilt layer, artesian pressure；Described model casing is made up of model casing framework, safety glass, model casing base plate, top frame, reaction plate and model casing base；The bottom fixed model box plate of described model casing framework, safety glass is fixed in former and later two sides；Described model casing framework and reaction plate are each attached on model casing base, and top connects by pushing up frame；The bottom right side of described model casing installs the second water flowing valve of connection pressure-bearing Stilt layer, regulates system for connection mode molding box and artesian pressure；
Described water tank is formed by with the aluminium sheet of limbers, bar shaped aluminium sheet, tank bracket, tank bracket fixed screw, rule, the first water flowing valve and first-class gauge, the upper right side in model casing it is erected at, for the SEA LEVEL VARIATION controlling and observing in the soil body by tank bracket；The described surface of aluminum plate with limbers pastes anti-filter geotextile, it is prevented that test the loss of the soil body in SEA LEVEL VARIATION process；Described rule is pasted onto on safety glass, can be used for directly observation and record SEA LEVEL VARIATION situation；Described first water flowing valve is arranged on the right side of model casing in order to joining water box and first-class gauge；
Described plane of symmetry gear soil unit is U-shaped stainless steel strip, is bolted on model casing framework；Being connected by H type watertight rubber bar between described U-shaped stainless steel strip, U-shaped stainless steel strip is connected by S type watertight rubber bar with model casing framework；
Described foundation pit supporting construction includes retaining wall, retaining wall support and some support units；Bracket fixing bolt fixed retaining wall support is passed through on described retaining wall top, and middle part has screwed hole, by the fixing bolt of the support needed for the threaded installation support unit of screwed hole, the fixing watertight rubber bar of both sides fluting；Described watertight rubber bar ensures not leak with model casing contact surface in retaining wall moving process；One end of described support unit has inner thread mouth, and inner thread mouth is connected with supporting fixing bolt thread, it is achieved the installation of support unit；
Described pressure-bearing Stilt layer is formed by with the corrosion resistant plate of limbers, rustless steel short column and anti-filter geotextile；Described with fixing rustless steel short column bottom the corrosion resistant plate of limbers, it is positioned on the model casing base plate in model casing, and is connected with four side seals of model casing；The described corrosion resistant plate surface mount anti-filter geotextile with limbers；
Described artesian pressure regulates system and is made up of Miniature water pressure transmitter, plexiglass cylinder device and second gauge；Described plexiglass cylinder device is made up of plexiglass cylinder, lucite base, graduation mark and T-way water valve door；Described plexiglass cylinder is fixed on lucite base, and sidewalls vertical arranges graduation mark, and bottom arranges T-way water valve door；Described Miniature water pressure transmitter passes through tee T connection mode molding box and plexiglass cylinder device, and Miniature water pressure transmitter can record the dynamic situation of change of artesian water continuously；Described plexiglass cylinder connect with second gauge by T-way water valve door, accurately regulates the change of water-column in plexiglass cylinder thus dynamically the changing of artesian water in implementation model case by second gauge；
Described measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multi-Channels Data Acquisition and digital camera；Described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal transmssion line connecting multi-channel data collecting instrument；Described digital camera is positioned over model casing dead ahead.
Further, described support unit includes solid aluminum bar, expansion link and support connecting bolt；Having some grooves on described solid aluminum bar, one end has inner thread mouth；Described expansion link is hollow aluminum pipe, and expansion link has some screwed holes；Described support connecting bolt props up the groove of solid aluminum bar through the screwed hole on expansion link.
Further, described support unit includes the first support bar, the second support bar and sleeve；One end of described first support bar has external screw thread；One end of described second support bar has inner thread mouth, and the other end has external screw thread；Described sleeve has female thread passage, and threaded one end connects the first support bar, threaded second support bar of the other end.
Further, described digital camera answers exclusive PCR in process of the test, and its position can not be moved；Can need to set up light source according to shooting.
Further, described model casing framework is welded by rustless steel steel bar thick for 10mm and stainless-steel sheet；Described safety glass is arranged on inside model casing framework by building glue；Described model casing base plate and reaction plate are the stainless-steel sheet that 10mm is thick；Described top frame is welded by the rustless steel steel bar that 20mm is thick；Described model casing main body and reaction plate are fixed on model casing base by surrounding spot welding；Described retaining wall is aluminium sheet, and its thickness is obtained by the retaining wall Rigidity Calculation of test simulation；Described retaining wall support is the strip aluminium sheet that 20mm is thick；Described retaining wall keeps vertical with safety glass all the time in moving process；Described first water flowing valve, the second water flowing valve, T-way water valve door are copper core valve.
Further, the diameter of described solid aluminum bar, the wall thickness of expansion link, the diameter of the first support bar, the diameter of the second support bar and the wall thickness of sleeve obtain by the Rigidity Calculation of the inner support of test simulation.
Further, the signal transmssion line of described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer and Miniature water pressure transmitter is connected to same signal sampler, ensures the synchronous acquisition of all signals in process of the test.
Further, the liquid in described water tank and plexiglass cylinder is air free water.
Further, the test of the bottom in the model casing soil body is gravelly sand；The overlying test soil body is the weak water penetration soil body.
Further, the described weak water penetration soil body is clay silt；Described gravelly sand and the weak water penetration soil body adopt air free water saturated.
Compared with prior art, the invention has the beneficial effects as follows:
1, the present invention adopts the air free water saturation testing soil body before the test, process of the test provides depletion of QI artesian water environment, the hole making the test soil body is full of air free water, operate as above 2 benefits: one is avoid underwater bubble to enter weak water penetration soil layer to cause the unsaturation problem (compared with saturated soil, the mechanical characteristic of unsaturated soil exists larger difference and uncertainty) of the soil body；Two is avoid underwater bubble to disturb miniature pore water pressure sensor to affect its certainty of measurement.
2, the water tank in the present invention is erected in model casing, adopt the gap between glass cement sealing radiator and model casing, aluminium sheet with limbers makes the water level in water tank connect with test soil body water level, it is possible to changed with the dynamic of simulation test soil body phreatic table by the water level in first-class gauge regulating tank；Rule on water tank is pasted onto on safety glass, it is simple to directly observation and record SEA LEVEL VARIATION situation.Second gauge is adopted accurately to regulate change amplitude and the rate of change of water-column in plexiglass cylinder device, thus the simulation that in implementation model case, artesian water dynamically changes continuously；The signal transmssion line of Miniature water pressure transmitter can record the dynamic situation of change of artesian water continuously with (being connected to the same of miniature pore water pressure sensor, miniature soil pressure cell and displacement transducer) multi-Channels Data Acquisition after being connected, it is achieved the phreatic table of dynamically change and the synchronous monitoring of artesian pressure and ground Water And Earth Pressures, soil deformation.
3, the present invention adopts pressure-bearing Stilt layer can realize on the one hand from bottom to top the test soil body in abundant saturated model case, is conducive to gas purging in the test soil body；Connection artesian pressure regulates the artesian pressure that system dynamically changes to provide pressure-bearing gravel layer on the other hand, close with the mode of occurence of natural artesian water；Pressure-bearing gravel layer directly contacts bearing course in dynamic for objective simulation artesian water mechanism and the interaction between the weak water penetration soil layer of overlying with overlying weak water penetration soil layer, is conducive to disclosing artesian pressure further and dynamically changes the response of soil mass of foundation pit Water And Earth Pressures and soil mass of foundation pit deformation rule that cause.Aluminium sheet in water tank belt limbers and the surface mount anti-filter geotextile of the pressure-bearing Stilt layer corrosion resistant plate with limbers, it is prevented that in groundwater change process, test the loss of the soil body；Research experiment under normal gravity condition, does not affect the microstructure of soil mass of foundation pit so that soil particle size and soil particle interphase interaction relation are consistent with practical situation, are conducive to carrying out the microexamination relating to soil particle interphase interaction.
4, the present invention adopts water tank and pressure-bearing Stilt layer to simulate phreatic table and the artesian pressure of dynamically change, it is possible to achieve the experimental implementation of following three types:
(1) the first water flowing valve (phreatic table is constant) of water tank is closed, regulate second gauge and be set with in machine glass cylinder the rate of change of water level to simulate the rate of change of artesian pressure, research artesian pressure dynamically changes impact soil mass of foundation pit Water And Earth Pressures being responded, deforming, by the waterline situation that water tank graduation mark shows, know the confined water regime change impact on the change of foundation ditch phreatic table；
(2) waterline in plexiglass cylinder is set in specified altitude assignment (artesian pressure is constant), open the first water flowing valve, set first-class gauge parameter and regulate the rate of change of test soil body phreatic table, research phreatic table dynamically changes impact soil mass of foundation pit Water And Earth Pressures being responded, deforming, by the artesian pressure situation of change of Miniature water pressure transmitter record, know that foundation ditch phreatic table dynamically changes the impact on artesian pressure change；
(3) setting the parameter of first-class gauge and second gauge to regulate the dynamic change of phreatic table and artesian pressure, research phreatic table and artesian pressure change impact soil mass of foundation pit Water And Earth Pressures being responded, deforming jointly.
5, the present invention adopts dismountable plane of symmetry gear soil unit, the soil body that interim gear passive zone of pit does not excavate, plane of symmetry gear soil unit can be removed in advance before excavating every layer soil body, excavation of foundation pit is carried out by unloading the method for soil to the excavation of foundation pit plane of symmetry, compare the method fetched earth with the downward soil digging of tradition, the present invention can specify each layer of excavation soil layer not to be affected and not to excavate, easy to operate, greatly reduces excavation of foundation pit and unloads the workload of soil.
6, the present invention can simultaneously simulating excavation and propping operation, obtain excavation of foundation pit and support the change of foundation ditch stress field caused in installation process, compare and only consider that the particular state that excavation of foundation pit completes to a certain degree of depth or propping conducts a research with traditional excavation models test, reflect excavation of foundation pit more comprehensively, exactly and support the response condition of foundation ditch stress and foundation pit deformation in installation process；The soil body that foundation ditch will not do not excavated by the present invention in inner support installation process has disturbing influence；It is threadably secured between inner support with retaining wall and is connected, inner support frame be located on retaining wall than traditional excavation models test or lie directly against the method that retaining wall realizes propping, more can reflect propping situation when actual base pit engineering excavates objectively；Realize the simulation of internal support of foundation pit rigidity by controlling the wall thickness of solid aluminum shank diameter, expansion link wall thickness, the first support bar diameter, the second support bar diameter and sleeve, reflect the inner support Effects on Engineering to excavation of foundation pit more objectively；The quantity of inner support element according to the demand of geotechnical model test, can be adjusted, and the inner support on retaining wall fixes position and the quantity of bolt, the excavation situation of the different foundation ditch of simulation.
7, the present invention adopts retractable supports element, the excavation of foundation pit test of different in width can be simulated, compare the support with traditional excavation of foundation pit model test employing regular length or retractable supports only for realizing supporting the experimental considerations installed, same set of assay device can be adopted to carry out the excavation of foundation pit test organizing different in width more, decreasing the repacking to assay device, saved experimentation cost and modelling time, operation principle is simple, easy to operate, there is very big practicality.
Accompanying drawing explanation
Excavation of foundation pit model test apparatus side view under the complicated groundwater environment that Fig. 1 (a) supports for adopting the first kind.
Excavation of foundation pit model test apparatus side view under the complicated groundwater environment that Fig. 1 (b) supports for adopting Equations of The Second Kind.
The model casing top view that Fig. 2 (a) supports for adopting the first kind.
The model casing top view that Fig. 2 (b) supports for adopting Equations of The Second Kind.
Fig. 3 is excavation of foundation pit plane of symmetry schematic diagram.
Fig. 4 is water tank side view.
Fig. 5 (a) is the plane graph of pressure-bearing Stilt layer structure.
Fig. 5 (b) is the side view of pressure-bearing Stilt layer structure.
Fig. 6 is retaining wall schematic diagram.
The foundation pit supporting construction schematic diagram that Fig. 7 (a) supports for the first kind.
The foundation pit supporting construction schematic diagram that Fig. 7 (b) supports for Equations of The Second Kind.
In figure: model casing 1；Model casing framework 1-1；Safety glass 1-2；Model casing base plate 1-3；Top frame 1-4；Reaction plate 1-5；Model casing base 1-6；Water tank 2；Aluminium sheet 2-1 with limbers；Bar shaped aluminium sheet 2-2；Tank bracket 2-3；Tank bracket fixed screw 2-4；Rule 2-5；First water flowing valve 2-6；First-class gauge 2-7；Plane of symmetry gear soil unit 3；The bolt 4 of fixed symmetrical face gear soil unit；Retaining wall 5；Watertight rubber bar 5-1；Retaining wall support 6；Bracket fixing bolt 7；Support unit 8；Solid aluminum bar 8-1；Hollow aluminum bar 8-2；Support connecting bolt 8-3；First support bar 8-4；Second support bar 8-5；Sleeve 8-6；Support fixing bolt 8-7；Pressure-bearing Stilt layer 9；Corrosion resistant plate 9-1 with limbers；Rustless steel short column 9-2；Anti-filter geotextile 9-3；Second water flowing valve 10；Miniature water pressure transmitter 11；Plexiglass cylinder device 12；Plexiglass cylinder 12-1；Lucite base 12-2；Graduation mark 12-3；T-way water valve door 12-4；Second gauge 13；Gravelly sand 14-1；Clay silt 14-2；Air free water 15.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is further described.
As shown in Figure 1 and Figure 2, excavation of foundation pit model test apparatus under complexity groundwater environment of the present invention, regulates system and seven parts of measurement system including model casing 1, water tank 2, some planes of symmetry gear soil unit 3, foundation pit supporting construction, pressure-bearing Stilt layer 9, artesian pressure.
Described model casing 1 is made up of model casing framework 1-1, safety glass 1-2, model casing base plate 1-3, top frame 1-4, reaction plate 1-5 and model casing base 1-6；The bottom fixed model box plate 1-3 of described model casing framework 1-1, safety glass 1-2 is fixed in former and later two sides；Described model casing framework 1-1 and reaction plate 1-5 is fixed on the model casing base 1-6 that I-steel is welded by surrounding spot welding, and top is connected by surrounding spot welding by stainless steel top frame 1-4；Described model casing framework 1-1 is welded by rustless steel steel bar thick for 10mm and stainless-steel sheet；Described safety glass 1-2 is arranged on inside model casing framework 1-1 by building glue；Described model casing base plate 1-3 and reaction plate 1-5 is the stainless-steel sheet that 10mm is thick；Described top frame 1-4 is welded by the rustless steel steel bar that 20mm is thick；
Described water tank 2 by the aluminium sheet 2-1 with limbers vertically placed, laterally disposed bar shaped aluminium sheet 2-2, both sides, front and back safety glass 1-2 and model casing framework 1-1 inwall by glass cement connect formed, it is erected at the upper right side in model casing 1, for the SEA LEVEL VARIATION controlling and observing in the soil body by tank bracket 2-3；Described aluminium sheet 2-1 with limbers and tank bracket 2-3 is tightened connection by tank bracket fixed screw 2-4；The described aluminium sheet 2-1 surface mount anti-filter geotextile with limbers, it is prevented that test the loss of the soil body in SEA LEVEL VARIATION process；Described rule 2-5 is arranged on safety glass 1-2 and can be used for directly observation and record SEA LEVEL VARIATION situation；Described first water flowing valve 2-6 is arranged on the right side of model casing in order to joining water box 2 and first-class gauge 2-7；
Described plane of symmetry gear soil unit 3 is U-shaped stainless steel strip, is fixed on model casing framework 1-1 by bolt 4；Being connected by H type watertight rubber bar between described U-shaped stainless steel strip, U-shaped stainless steel strip is connected by S type watertight rubber bar with model casing framework 1-1；
Described foundation pit supporting construction includes retaining wall 5, retaining wall support 6 and some support units 8；Described retaining wall 3 keeps vertical with safety glass 1-2 all the time in moving process；One end of described support unit 8 has inner thread mouth, and inner thread mouth is threadeded with supporting fixing bolt 8-7, it is achieved the installation of support unit 8；
Described pressure-bearing Stilt layer 9 is formed by with the corrosion resistant plate 9-1 of limbers, rustless steel short column 9-2 and anti-filter geotextile 9-3；The described corrosion resistant plate 9-1 with limbers and model casing framework 1-1, safety glass 1-2 are tightly connected by glass cement；The described corrosion resistant plate 9-1 surface mount anti-filter geotextile 9-3 with limbers, it is prevented that test the loss of the soil body in artesian pressure change procedure；
The bottom right side of described model casing 1 installs the second water flowing valve 10 of connection pressure-bearing Stilt layer 9, regulates system for connection mode molding box 1 and artesian pressure；The bottom test soil body in model casing 1 is gravelly sand 14-1, to simulate pressure-bearing soil layer；The overlying test soil body is the weak water penetration soil body, can adopt clay silt 14-2, adopts air free water saturated；
Described artesian pressure regulates system and is made up of Miniature water pressure transmitter 11, plexiglass cylinder device 12 and second gauge 13；Described plexiglass cylinder device 12 is made up of plexiglass cylinder 12-1, lucite base 12-2, graduation mark 12-3 and T-way water valve door 12-4；Described plexiglass cylinder 12-1 is fixed on lucite base 12-2, and sidewalls vertical arranges graduation mark 12-3, and bottom arranges T-way water valve door 12-4；Described Miniature water pressure transmitter 11 is by tee T connection mode molding box 1 and plexiglass cylinder device 12, and Miniature water pressure transmitter 11 can record the dynamic situation of change of artesian water continuously；Described plexiglass cylinder 12-1 is connected with second gauge 13 by T-way water valve door 12-4, is accurately regulated the change of water-column in plexiglass cylinder 12-1 by second gauge 13 thus the dynamic of artesian water changes in implementation model case 1；Described first water flowing valve 2-6, the second water flowing valve 10, T-way water valve door 12-4 are copper core valve；
Described measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multi-Channels Data Acquisition and digital camera；Described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal transmssion line connecting multi-channel data collecting instrument；Described digital camera is positioned over model casing dead ahead, can need to set up light source according to shooting；Described digital camera answers exclusive PCR in process of the test, and its position can not be moved；The signal transmssion line of described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer and Miniature water pressure transmitter 11 is connected to same signal sampler, ensures the synchronous acquisition of all signals in process of the test.
As it is shown on figure 3, the thickness of described plane of symmetry gear soil unit 3 is 10mm, the spoil layer thickness that its width can be simulated as required is adjusted；The bolt 4 of described fixed symmetrical face gear soil unit 3 is of a size of M8, is fixedly welded on model casing framework 1-1.
As shown in Figure 4, described water tank 2 is formed by with the aluminium sheet 2-1 of limbers, bar shaped aluminium sheet 2-2, tank bracket 2-3, tank bracket fixed screw 2-4, rule 2-5, the first water flowing valve 2-6 and first-class gauge 2-7；The described aluminium sheet 2-1 surface with limbers is placed with substantial amounts of water flowing circular hole, it is ensured that in process of the test, the water level in water tank connects and consistent with test soil body water level, to realize being come the SEA LEVEL VARIATION of the Control experiment soil body by the water level in regulating tank.
As shown in Fig. 5 (a), Fig. 5 (b), the described corrosion resistant plate 9-1 with limbers makes the air free water in pressure-bearing Stilt layer 9 and gravelly sand 14-1 bearing course hydraulic communication, it is provided that the artesian pressure of gravelly sand 14-1 bearing course；Described should meet Force Calculation requirement with the thickness of corrosion resistant plate 9-1 of limbers, the arrangement of limbers and the arrangement of rustless steel short column 9-2 so that pressure-bearing Stilt layer 9 is enough to bear the weight of the test soil body.
As shown in Figure 6, described retaining wall 5 is aluminium sheet, and its thickness is obtained by the retaining wall Rigidity Calculation of test simulation；Described retaining wall support 6 is the strip aluminium sheet that 20mm is thick；Bracket fixing bolt 7 fixed retaining wall support 6 is passed through on described retaining wall 5 top, and middle part has screwed hole, by the fixing bolt 8-7 of the support needed for the threaded installation support unit 8 of screwed hole, the fixing watertight rubber bar 5-1 of both sides fluting；Described watertight rubber bar 5-1 ensures not leak with model casing 1 contact surface in retaining wall 5 moving process；Described bracket fixing bolt 7 and the fixing bolt 8-7 of support are of a size of M8.
As shown in Fig. 7 (a), Fig. 7 (b), the fixing bolt 8-7 of described support, by the screwed hole on retaining wall 5, tightens and is fixed on retaining wall 5.Described support unit 8 can adopt following two form:
One, described support unit 8 includes solid aluminum bar 8-1, expansion link 8-2 and supports connecting bolt 8-3；Having some grooves on described solid aluminum bar 8-1, one end has inner thread mouth；Described expansion link 8-2 is hollow aluminum pipe, and expansion link 8-2 has some screwed holes；Described support connecting bolt 8-3 props up the groove of solid aluminum bar 8-1 through the screwed hole on expansion link 8-2 so that solid aluminum bar 8-1 and expansion link 8-2 compact siro spinning technology, does not slide in process of the test.The diameter of described solid aluminum bar 8-1 and the thickness of hollow aluminum bar 8-2 are calculated by the support stiffness of test simulation and obtain；The size of described support connecting bolt 8-3 may select M6.
Two, described support unit 8 includes the first support bar 8-4, the second support bar 8-5 and sleeve 8-6；One end of described first support bar 8-4 has external screw thread；One end of described second support bar 8-5 has inner thread mouth, and the other end has external screw thread；Described sleeve 8-6 has female thread passage, and threaded one end connects the first support bar 8-4, the threaded second support bar 8-5 of the other end.The diameter of described first support bar 8-4, the diameter of the second support bar 8-5 and the wall thickness of sleeve 8-6 are obtained by the Rigidity Calculation of the inner support of test simulation.
The work process of the present invention is as follows: first retaining wall 5 and retaining wall support 6 are assembled by bracket fixing bolt 7；Then installing soil pressure cell on retaining wall 5, both sides notch embeds watertight rubber bar 5-1, and smears epoxy resin in the gap of notch and watertight rubber bar 5-1；The retaining wall 5 assembled is erected in model casing 1 by retaining wall support 6, it is ensured that retaining wall 5 is vertical with the safety glass 1-2 of model casing 1 both sides；Plane of symmetry gear soil unit 3 is installed at the plane of symmetry place of excavation of foundation pit model, is fixed on model casing framework 1-1 by the bolt 4 of fixed symmetrical face gear soil unit；In model casing 1, layering filling gravelly sand 14-1 compacting, fills to specified altitude assignment；Layering filling clay silt 14-2 compacting, until having banketed, is led to air free water saturation testing soil body gravelly sand 14-1 and clay silt 14-2 with the speed of 50L/ days to model casing 1 by the second water flowing valve 10, treats that the soil body closes the second water flowing valve 10 after fully saturated；Pore water pressure sensor, the backfill boring soil body are buried in boring underground；Soil body surface installation position displacement sensor inside and outside retaining wall 5 and foundation ditch, monitors displacement and the soil mass of foundation pit deformation of retaining wall 5 respectively；
System (the second water flowing valve 10 remains turned-off) is regulated by the second water flowing valve 10 connection mode molding box 1 and artesian pressure, the signal transmssion line of Miniature water pressure transmitter 11 is connected to multi-Channels Data Acquisition, open T-way water valve door 12-4 and inject air free water to plexiglass cylinder 12-1, flush with test soil body end face to liquid level, close T-way water valve door 12-4；Phreatic table dynamic rule according to design sets the flow parameter of first-class gauge 2-7, thereby through the change of height of water level in first-class gauge 2-7 accurately regulating tank 1 with the dynamic change modeling of phreatic table in implementation model case 1；Artesian pressure dynamic rule according to design sets the flow parameter of second gauge 13, accurately regulates changing with the dynamic change modeling of artesian water in implementation model case 1 of water-column in plexiglass cylinder device 12 thereby through second gauge 13.
Digital camera being placed in model casing dead ahead (cannot move in process of the test), regulates camera parameter, the automatic shooting interval arranging digital camera is 20s；If laboratory insufficient light, Led light source can be set up in digital camera both sides；Utilize the reading of miniature pore water pressure sensor, miniature soil pressure cell and displacement transducer under data collecting instrument acquisition and recording test original state, utilize the test soil body photo under digital camera shooting test original state；
After treating that above-mentioned test preparation completes, open the first water flowing valve 2-6, the second water flowing valve 10 and T-way water valve door 12-4, and be held open state in whole soil mass of foundation pit excavation and support installation process；Remove first segment plane of symmetry gear soil unit, slowly excavate the soil body on the left of retaining wall 5 by unloading the method for soil to the excavation of foundation pit plane of symmetry；When being excavated to below first supported design position, first is installed and supports, be connected with the fixing bolt 8-7 of the support on retaining wall 5 by supporting the female thread of 8 one end, by adjusting the length supporting 8 so as to hold out against reaction frame 1-5, complete to support the installation of 8.Complete to continue the excavation soil body after first supports installation, adopt identical method to install and support, until excavation of foundation pit completes.
In whole excavation of foundation pit process of the test, applied the phreatic table of the corresponding dynamically change of each operating mode of excavation of foundation pit by water tank 2, regulate system by artesian pressure and apply the artesian pressure of the corresponding dynamically change of each operating mode of excavation of foundation pit；By the reading of miniature pore water pressure sensor, miniature soil pressure cell and displacement transducer in data collecting instrument continuous acquisition record process of the test, the photo testing soil deformation in whole process of the test by triggering digital camera to shoot.
By the reading of the miniature pore water pressure sensor of analytical data Acquisition Instrument acquisition and recording and miniature soil pressure cell, show that in the whole digging process of foundation ditch, phreatic table and artesian pressure dynamically change the Water And Earth Pressures response pattern caused；By the reading of the displacement transducer of analytical data Acquisition Instrument record, and the photo captured by logarithmic code photographing unit carries out PIV graphical analysis, draws the displacement field of the soil body, thus learning the deformation rule that soil mass of foundation pit dynamically changes with phreatic table and artesian pressure.
Above-described embodiment is a preferred embodiment of the present invention, is further illustrating present invention and application thereof, should not be construed as the present invention and be only applicable to above-described embodiment.All technology realized based on the principle of the invention and summary of the invention belong to the scope of the present invention.
Claims (10)
1. the excavation of foundation pit model test apparatus under a complicated groundwater environment, it is characterized in that, regulate system and seven parts of measurement system including model casing (1), water tank (2), some planes of symmetry gear soil unit (3), foundation pit supporting construction, pressure-bearing Stilt layer (9), artesian pressure；Described model casing (1) is made up of model casing framework (1-1), safety glass (1-2), model casing base plate (1-3), top frame (1-4), reaction plate (1-5) and model casing base (1-6)；Bottom fixed model box plate (1-3) of described model casing framework (1-1), safety glass (1-2) is fixed in former and later two sides；Described model casing framework (1-1) and reaction plate (1-5) are each attached on model casing base (1-6), and top connects by pushing up frame (1-4)；The bottom right side of described model casing (1) installs the second water flowing valve (10) of connection pressure-bearing Stilt layer (9), regulates system for connection mode molding box (1) and artesian pressure；
Described water tank (2) is made up of the aluminium sheet (2-1) with limbers, bar shaped aluminium sheet (2-2), tank bracket (2-3), tank bracket fixed screw (2-4), rule (2-5), the first water flowing valve (2-6) and first-class gauge (2-7), it is erected at the upper right side in model casing (1), for the SEA LEVEL VARIATION controlling and observing in the soil body by tank bracket (2-3)；Described aluminium sheet (2-1) the surface mount anti-filter geotextile with limbers, it is prevented that test the loss of the soil body in SEA LEVEL VARIATION process；Described rule (2-5) is pasted onto on safety glass (1-2), can be used for directly observation and record SEA LEVEL VARIATION situation；Described first water flowing valve (2-6) is arranged on the right side of model casing (1) in order to joining water box (2) and first-class gauge (2-7)；
Described plane of symmetry gear soil unit (3) is U-shaped stainless steel strip, is fixed on model casing framework (1-1) by bolt (4)；Being connected by H type watertight rubber bar between described U-shaped stainless steel strip, U-shaped stainless steel strip is connected by S type watertight rubber bar with model casing framework (1-1)；
Described foundation pit supporting construction includes retaining wall (5), retaining wall support (6) and some support units (8)；Bracket fixing bolt (7) fixed retaining wall support (6) is passed through on described retaining wall (5) top, middle part has screwed hole, by the fixing bolt (8-7) of the support needed for the threaded installation support unit (8) of screwed hole, the fixing watertight rubber bar (5-1) of both sides fluting；Described watertight rubber bar (5-1) ensures not leak with model casing (1) contact surface in retaining wall (5) moving process；One end of described support unit (8) has inner thread mouth, and inner thread mouth is threadeded with supporting fixing bolt (8-7), it is achieved the installation of support unit (8)；
Described pressure-bearing Stilt layer (9) is made up of the corrosion resistant plate (9-1) with limbers, rustless steel short column (9-2) and anti-filter geotextile (9-3)；The described fixing rustless steel short column (9-2) in corrosion resistant plate (9-1) bottom with limbers, it is positioned on the model casing base plate (1-3) in model casing (1), and is connected with four side seals of model casing (1)；Described corrosion resistant plate (9-1) surface mount anti-filter geotextile (9-3) with limbers；
Described artesian pressure regulates system and is made up of Miniature water pressure transmitter (11), plexiglass cylinder device (12) and second gauge (13)；Described plexiglass cylinder device (12) is made up of plexiglass cylinder (12-1), lucite base (12-2), graduation mark (12-3) and T-way water valve door (12-4)；Described plexiglass cylinder (12-1) is fixed on lucite base (12-2), and sidewalls vertical arranges graduation mark (12-3), and bottom arranges T-way water valve door (12-4)；Described Miniature water pressure transmitter (11) is by tee T connection mode molding box (1) and plexiglass cylinder device (12), and Miniature water pressure transmitter (11) can record the dynamic situation of change of artesian water continuously；Described plexiglass cylinder (12-1) is connected with second gauge (13) by T-way water valve door (12-4), accurately regulates the change of plexiglass cylinder (12-1) interior water-column by second gauge (13) thus the dynamic of implementation model case (1) interior artesian water changes；
Described measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multi-Channels Data Acquisition and digital camera；Described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal transmssion line connecting multi-channel data collecting instrument；Described digital camera is positioned over model casing dead ahead.
2. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterized in that, described support unit (8) includes solid aluminum bar (8-1), expansion link (8-2) and supports connecting bolt (8-3)；Having some grooves on described solid aluminum bar (8-1), one end has inner thread mouth；Described expansion link (8-2) is hollow aluminum pipe, and expansion link (8-2) has some screwed holes；Described support connecting bolt (8-3) props up the groove of solid aluminum bar (8-1) through the screwed hole on expansion link (8-2).
3. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterized in that, described support unit (8) includes the first support bar (8-4), the second support bar (8-5) and sleeve (8-6)；One end of described first support bar (8-4) has external screw thread；One end of described second support bar (8-5) has inner thread mouth, and the other end has external screw thread；Described sleeve (8-6) has female thread passage, and threaded one end connects the first support bar (8-4), threaded second support bar (8-5) of the other end.
4. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterised in that described digital camera answers exclusive PCR in process of the test, and its position can not be moved；Can need to set up light source according to shooting.
5. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterised in that described model casing framework (1-1) is welded by rustless steel steel bar thick for 10mm and stainless-steel sheet；Described safety glass (1-2) is arranged on model casing framework (1-1) inner side by building glue；Described model casing base plate (1-3) and reaction plate (1-4) are stainless-steel sheet thick for 10mm；Described top frame (1-5) is welded by the rustless steel steel bar that 20mm is thick；Described model casing main body and reaction plate (1-4) are fixed on model casing base (1-6) by surrounding spot welding；Described retaining wall (5) is aluminium sheet, and its thickness is obtained by the retaining wall Rigidity Calculation of test simulation；Described retaining wall support (6) is strip aluminium sheet thick for 20mm；Described retaining wall (5) keeps vertical with safety glass (1-2) all the time in moving process；Described first water flowing valve (2-6), the second water flowing valve (10), T-way water valve door (12-4) are copper core valve.
6. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterized in that, the diameter of described solid aluminum bar (8-1), the wall thickness of expansion link (8-2), the diameter of the first support bar (8-4), the diameter of the second support bar (8-5) and the wall thickness of sleeve (8-6) obtain by the Rigidity Calculation of the inner support of test simulation.
7. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterized in that, the signal transmssion line of described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer and Miniature water pressure transmitter (11) is connected to same signal sampler, ensures the synchronous acquisition of all signals in process of the test.
8. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterised in that described water tank (2) and the liquid in plexiglass cylinder (12-1) are air free water (15).
9. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, it is characterised in that the bottom test soil body in model casing (1) is gravelly sand (14-1)；The overlying test soil body is the weak water penetration soil body.
10. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 9, it is characterised in that the described weak water penetration soil body is clay silt (14-2)；Described gravelly sand (14-1) and the weak water penetration soil body adopt air free water saturated.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004012350A (en) * | 2002-06-07 | 2004-01-15 | Nippon Sanso Corp | Pressure testing device and test method of compressed-gas cylinder |
| CN201382876Y (en) * | 2009-03-23 | 2010-01-13 | 长春试验机研究所有限公司 | Similar model test device for rock plane |
| CN203025185U (en) * | 2012-12-26 | 2013-06-26 | 同济大学 | Foundation pit model test device |
| CN104099953A (en) * | 2013-04-08 | 2014-10-15 | 同济大学 | Centrifugal model testing device for simulating pressure water head change and stability of foundation pit |
| CN205719795U (en) * | 2016-04-01 | 2016-11-23 | 浙江大学 | Excavation of foundation pit model test apparatus under complicated groundwater environment |
-
2016
- 2016-04-01 CN CN201610207298.2A patent/CN105716960B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004012350A (en) * | 2002-06-07 | 2004-01-15 | Nippon Sanso Corp | Pressure testing device and test method of compressed-gas cylinder |
| CN201382876Y (en) * | 2009-03-23 | 2010-01-13 | 长春试验机研究所有限公司 | Similar model test device for rock plane |
| CN203025185U (en) * | 2012-12-26 | 2013-06-26 | 同济大学 | Foundation pit model test device |
| CN104099953A (en) * | 2013-04-08 | 2014-10-15 | 同济大学 | Centrifugal model testing device for simulating pressure water head change and stability of foundation pit |
| CN205719795U (en) * | 2016-04-01 | 2016-11-23 | 浙江大学 | Excavation of foundation pit model test apparatus under complicated groundwater environment |
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