CN105675846B - Phreatic table and the excavation of foundation pit model test apparatus of artesian head collaboration lifting - Google Patents
Phreatic table and the excavation of foundation pit model test apparatus of artesian head collaboration lifting Download PDFInfo
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Abstract
The invention discloses a kind of phreatic table and the excavation of foundation pit model test apparatus of artesian head collaboration lifting.Including model casing, water tank, plane of symmetry earth-retaining unit, foundation pit supporting construction, pressure-bearing Stilt layer, artesian head regulating system and measurement system；Model casing includes model cabinet frame, reaction plate etc.；Water tank is arranged on the upper right side in model casing；Plane of symmetry earth-retaining unit is bolted in model cabinet frame；Pressure-bearing Stilt layer is arranged on model casing bottom, is connected with artesian head regulating system；Artesian head regulating system is made up of hydraulic gage, mariotte flask and support；The present invention can in Simulation of Excavation Process phreatic table and artesian head lifting；Measure the Water And Earth Pressures of foundation ditch and deformation under different phreatic tables and artesian head, the problems such as arranging correlation test data and determine foundation ditch stress and development of deformation rule, the foundation ditch Study on Problems caused by phreatic table and artesian head lifting provides effective test data and supported, and theoretical analysis model provides foundation for after.
Description
Technical field
The present invention relates to a kind of excavation models experimental rig, more particularly under phreatic table and artesian head jacking conditions
Excavation of foundation pit model test apparatus, bearing course and overlying weak water penetration foundation ditch during available for simulated diving position and artesian head lifting
Interaction between the soil body, studies Water And Earth Pressures response and the problem on deformation of foundation ditch under different phreatic tables and artesian head.
Background technology
Often face to remain below the aquiclude of Deep Foundation Pit bottom in strand, riparian area rich groundwater, engineering and holding
The situation of laminate layer, because seasonal variety of large-scale precipitation, seasonal drought, river or Lake Water bit line etc. will cause phreatic table
Lifted with artesian head, so that further influence foundation ditch Water And Earth Pressures, deformation and stability, phreatic table and artesian head liter
It is one of material risk source of such regional deep-foundation pit engineering to drop caused foundation pit deformation and destabilization problems.
Research compared to economics analysis method and finite element numerical method uses set soil constitutive model, calculates
The selection of soil body Water And Earth Pressures and deformation size to calculating parameter has very big caused by phreatic table and the artesian head lifting arrived
Dependence；It is more difficult in Practical Project the Water And Earth Pressures at Foundation Pit bottom (being located in excavation of foundation pit region) are monitored in real time,
It is weak permeable to obtain hole bottom caused by phreatic table and artesian head lifting to carry out a large amount of similar engineering monitoring data statistic analysis
The method of the deformation rule of layer also is difficult to realize；In view of geotechnical model test under Chang Chongli, does not influence Soil Microstructure, soil
Particle size and soil particle interphase interaction relation are consistent with actual conditions, can objectively respond underground water and the soil particle of soil mass of foundation pit
Between interaction, be widely used in consider resistance to shear of soil strain stress relation microexamination.
At present, the related geotechnical model test research of traditional groundwater effect, does not consider that gas enters experiment soil in water
Body may caused unsaturated soil problem；Consider the excavation models experiment of constant phreatic table effect, having research, (Peng Shu weighs sands
Grand thin see of barricade failure mechanism studies [D] Tongji University, 2007.) pass through the method that epoxy resin is smeared after corona using film
Retaining wall and model casing are connected, this method can obtain excess pore water pressure, soil pressure and foundation pit deformation data in the experiment soil body,
But film corona technique is complex, tear may occur in moving process for film or due to soil particle when lateral diaphragm wall displacement is larger
Friction causes breakage, it is impossible to smoothly completes experiment or carries out repeating experiment.Consider the excavation models of groundwater level change influence
Experiment, has research (experiment of Sun Wei coastal region deep basal pit characters and theoretical research [D] Zhejiang University, 2015.) using solid
Determine the method for retaining wall, this method can only obtain the situation of change of excess pore water pressure in the soil body, it is impossible to obtain accurately soil
Pressure change and foundation pit deformation data, with response condition of the actual base pit engineering under phreatic table and artesian head lift action still
There is larger difference.
In excavation models experiment, most of researchs be directed to excavated per one-level and propping complete foundation ditch stress under operating mode and
Deformation deploys, and the stress and deformation of foundation ditch foundation ditch during excavation or propping are not considered.Considering excavation of foundation pit
In the model test of process, there is research using earth bag (the Azevedo RF.Centrifuge and for unloading the weight such as isometric
Analytical Modelling of Excavation in Sand.PhD thesis,University of Colorado,
Boulder, CO, USA, 1983.) or discharge generation native liquid (Bolton MD and Powrie W.The collapse of
diaphragm walls retaining clay.Géotechnique,1987,37(3):335-353.) etc. method simulation soil
Body macroscopic destruction, such method is unable to the change of stress field in the soil body caused by accurate simulation excavation of foundation pit, is opened with actual foundation ditch
Foundation ditch stress and deformation still suffer from certain difference caused by digging.The model test of a large amount of simulating excavations is using advance
The method for the retaining wall that Embedment and installation is supported well, the direct excavation pit soil body, it is not necessary to carry out propping operation again, this method compared with
For simple but preset all inner supports all will in whole digging process stress, it is clear that the foundation ditch stress feelings with Practical Project
Condition is inconsistent, also can not in accurate simulation Excavation Process in the case of non-propping foundation ditch stress and deformation.At present
There is research to simulate the installation of support to the method for earth-retaining wall bracket applying power using hydraulic jack, this method uses hydraulic means
It is more complicated, this method and do not applied to when excavation of foundation pit width is larger.The excavation of overwhelming majority excavation of foundation pit model is symmetrical in addition
Face is vertically fixed baffle plate, realizes excavation of foundation pit by grabbing soil or soil digging downwards, this method is unable to clear definition and excavates soil layer,
The soil body not excavated can be disturbed；This method is cumbersome, not easy to operate, and the size of particularly excavation of foundation pit model is larger or needs to excavate
The soil body it is more when, the workload of test operation is quite big.Therefore, how to realize that soil excavation exactly and support installation are bases
Excavate the Important Problems for needing to solve in model test in hole.
The content of the invention
In order to overcome the above-mentioned deficiencies of the prior art, the invention provides phreatic table and the foundation ditch of artesian head collaboration lifting
Model test apparatus is excavated, phreatic table and the problem of modelling of artesian head collaboration lifting in experiment is solved, can simulated diving position
And interaction during artesian head collaboration lifting between underground water and soil mass of foundation pit, measure under different phreatic tables and artesian head
The Water And Earth Pressures of foundation ditch and deformation, arrange correlation test data and determine phreatic table and artesian head collaboration lifting when foundation ditch by
The problems such as power and development of deformation rule, the foundation ditch Study on Problems caused by phreatic table and artesian head lifting provides effective experiment
Data are supported, and theoretical analysis model provides foundation for after.
The technical solution adopted for the present invention to solve the technical problems is：A kind of phreatic table and artesian head collaboration lifting
Excavation of foundation pit model test apparatus, including model casing, water tank, some plane of symmetry earth-retaining units, foundation pit supporting construction, pressure-bearing are built on stilts
Layer, seven parts of artesian head regulating system and measurement system；The model casing is by model cabinet frame, safety glass, model casing
Bottom plate, top frame, reaction plate and model casing base composition；The bottom fixed model bottom plate of the model cabinet frame, former and later two
The fixed safety glass in side；The model cabinet frame and reaction plate are each attached on model casing base, and top is connected by top frame；
The bottom right side of the model casing installs the second water flowing valve of connection pressure-bearing Stilt layer, for link model case and artesian head
Regulating system；
The water tank by the aluminium sheet with limbers, bar shaped aluminium sheet, tank bracket, tank bracket fixed screw, graduated scale and
First water flowing valve is constituted, and the upper right side in model casing is erected at by tank bracket, for controlling and observing the water in the soil body
Position lifting；The surface of aluminum plate with limbers pastes anti-filter geotextile, prevents from testing the soil body during groundwater change
It is lost in；The graduated scale is pasted onto on safety glass, available for directly observation and record phreatic table situation of change；Described first leads to
The right side that penstock is arranged on model casing is used to joining water box；
The plane of symmetry earth-retaining unit is U-shaped stainless steel strip, is bolted in model cabinet frame；It is described it is U-shaped not
Connected between rust steel bar by H type watertight rubbers bar, U-shaped stainless steel strip is connected with model cabinet frame by S type watertight rubber bars；
The foundation pit supporting construction includes retaining wall, earth-retaining wall bracket and some support units；The retaining wall top leads to
Bracket fixing bolt fixed retaining wall support is crossed, middle part is provided with screwed hole, support unit institute is installed by screwed hole threaded connection
The support fixing bolt needed, the fixed watertight rubber bar of both sides fluting；The watertight rubber bar ensure in retaining wall moving process with
Leak does not occur for model casing contact surface；One end of the support unit has inner thread mouth, inner thread mouth and support fixing bolt
Threaded connection, realizes the installation of support unit；
The pressure-bearing Stilt layer is made up of the stainless steel plate with limbers, stainless steel short column and anti-filter geotextile；It is described
Stainless steel short column is fixed in stainless steel plate bottom with limbers, is positioned on the model casing bottom plate in model casing, and and model casing
Four sides be tightly connected；The stainless steel surface with limbers pastes anti-filter geotextile；
The artesian head regulating system is made up of hydraulic gage, mariotte flask and support；The hydraulic gage passes through threeway
Pipe link model case and mariotte flask；Fixed pulley is installed, steel wire rope bypasses fixed pulley connection Marriot on the support
Bottle and hand-operated device, the size of the lift adjustment artesian head of mariotte flask is controlled by hand-operated device；The mariotte flask by
Plexiglass cylinder, air intake valve, T-way water valve door, outlet valve and air bag composition；The plexiglass cylinder bottom is set
Air intake valve and T-way water valve door are put, top sets outlet valve；The air intake valve is connected with air bag；
The measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multichannel number
According to Acquisition Instrument and digital camera；The miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal
Transmission line connecting multi-channel data collecting instrument；The digital camera is positioned over immediately ahead of model casing.
Further, the support unit includes solid aluminium bar, expansion link and support connecting bolt；In the solid aluminium bar
Some grooves are provided with, one end has inner thread mouth；The expansion link is to be provided with some screwed holes on hollow aluminum pipe, expansion link；Institute
State the groove that support connecting bolt props up solid aluminium bar through the screwed hole on expansion link.
Further, the support unit includes first support bar, second support bar and sleeve；The first support bar
One end has external screw thread；One end of the second support bar has inner thread mouth, and the other end has external screw thread；The sleeve has
Internal thread passage, threaded one end connection first support bar, other end threaded connection second support bar.
Further, the digital camera answers exclusive PCR in process of the test, and its position can not be moved；Can root
Need to set up light source according to shooting.
Further, the model cabinet frame is welded by thick 10mm stainless steel steel bar and stainless-steel sheet；It is described
Safety glass is arranged on the inside of model cabinet frame by building glue；The model casing bottom plate and reaction plate are the stainless of 10mm thickness
Steel steel plate；The top frame is welded by the thick stainless steel steel bars of 20mm；The model box main body and reaction plate pass through surrounding point
Solid welding schedules model casing base；The retaining wall is aluminium sheet, and its thickness is obtained by the retaining wall Rigidity Calculation of test simulation；It is described
Earth-retaining wall bracket is the thick strip aluminium sheets of 20mm；The retaining wall is vertical with safety glass holding all the time in moving process；Institute
It is copper core valve to state the first water flowing valve, the second water flowing valve, air intake valve, T-way water valve door, outlet valve.
Further, the diameter of the solid aluminium bar, the wall thickness of expansion link, the diameter of first support bar, second support bar
Diameter and the wall thickness of sleeve obtained by the Rigidity Calculation of the inner support of test simulation.
Further, nitrogen of the air bag built with 1atm.
Further, the liquid in the water tank and plexiglass cylinder is air free water.
Further, the bottom experiment soil body in model casing is gravelly sand；The overlying experiment soil body is the weak water penetration soil body.
Further, the described weak water penetration soil body is clay silt；The gravelly sand and the weak water penetration soil body are used without gas
Water saturation.
Compared with prior art, the beneficial effects of the invention are as follows：
1st, the present invention is used before the test provides no air bearing pressure water environment in the air free water saturation testing soil body, process of the test,
So that the hole of the experiment soil body is full of air free water, 2 benefits have been operated as above：One is to avoid underwater bubble from entering weak water penetration
Soil layer causes the unsaturation problem of the soil body, and (compared with saturated soil, there is larger difference and uncertain in the mechanical characteristic of unsaturated soil
Property)；Two be to avoid underwater bubble from disturbing miniature pore water pressure sensor to influence its measurement accuracy.
2nd, water tank of the present invention is erected in model casing, using the gap between glass cement sealing radiator and model casing, band logical
The aluminium sheet in water hole causes the water level in water tank to be connected with experiment soil body water level, and examination can be simulated by the water level in regulating tank
Test the lifting of soil body phreatic table；Graduated scale on water tank is pasted onto on safety glass, is easy to directly observation and record phreatic table to become
Change situation.Using improved mariotte flask, by the air pressure inside and outside the nitrogen balance mariotte flask in air bag, nitrogen is utilized
The characteristic of water is insoluble in, is built for the experiment soil body and presses water environment without air bearing, is prevented effectively from molten when conventional mariotte flask supplies water
Soil body unsaturated soil problem caused by bubble in water；The height of mariotte flask is fixed using the auto-lock function of hand-operated device
Ensure to provide stable artesian head pressure；Hydraulic gage link model case and artesian head regulating system, can accurately read application
Artesian head pressure size.
3rd, on the one hand the pressure-bearing Stilt layer in the present invention can be achieved the experiment soil body in saturated model case abundant from bottom to top,
Be conducive to testing the discharge of gas in the soil body；On the other hand connection artesian head regulating system is different to provide pressure-bearing gravel layer
Artesian head is close with the mode of occurence of natural artesian water；Pressure-bearing gravel layer is directly contacted visitor with the weak water penetration soil layer of overlying
The interaction between bearing course and the weak water penetration soil layer of overlying in simulation artesian head lifting process is seen, is conducive to further taking off
Show the response of soil mass of foundation pit Water And Earth Pressures and soil mass of foundation pit deformation rule caused by artesian head lifting.Aluminium in water tank belt limbers
The surface mount anti-filter geotextile of the stainless steel plate of plate and pressure-bearing Stilt layer with limbers, prevents groundwater change process pilot scale
Test the loss of the soil body.Experimental study is carried out under normal gravity condition, the microstructure of soil mass of foundation pit is not influenceed so that soil particle size
And soil particle interphase interaction relation is consistent with actual conditions, is conducive to carrying out and is related to the microcosmic of soil particle interphase interaction and grinds
Study carefully.
4th, the present invention controls the collaboration of phreatic table and artesian head to lift using water tank and pressure-bearing Stilt layer, it is possible to achieve
The experimental implementation of following three types：
(1) the first water flowing valve (diving invariant position) of water tank is closed, mariotte flask Level Change artesian head is adjusted
Size, research artesian head lifting to soil mass of foundation pit Water And Earth Pressures respond, deformation influence, shown by water tank graduation mark
Waterline situation, knows influence of the artesian water lifting to the latent phreatic table change of foundation ditch；
(2) mariotte flask is fixed on specified altitude assignment (artesian head is constant), opens the first water flowing valve regulating tank
Waterline with the phreatic table of the Control experiment soil body, research phreatic table lifting is responded to soil mass of foundation pit Water And Earth Pressures, the shadow of deformation
Ring, the artesian head pressure size shown by hydraulic gage, know shadow of the foundation ditch phreatic table lifting to artesian head pressure change
Ring；
(3) the common lifting of regulation phreatic table and artesian head, research phreatic table and pressure water head collaboration lifting are to foundation ditch
The response of soil body Water And Earth Pressures, the influence of deformation.
5th, the present invention uses dismountable plane of symmetry earth-retaining unit, and the soil body that interim supporting and retaining system passive zone of pit is not excavated can
Remove plane of symmetry earth-retaining unit in advance before excavating per layer soil body, foundation ditch is carried out by the method that soil is unloaded to the excavation of foundation pit plane of symmetry
Excavate, compared to the method fetched earth with traditional soil digging downwards, the present invention, which can specify each layer of excavation soil layer, does not influence what is do not excavated, grasps
Facilitate, greatly reduce the workload that excavation of foundation pit unloads soil.
6th, the present invention can be while simulating excavation and propping process, obtain institute in excavation of foundation pit and support installation process
The change of caused foundation ditch stress field, only considers that excavation of foundation pit is complete to a certain depth or propping compared to the experiment of traditional excavation models
Into particular state conduct a research, more comprehensively, exactly reflection excavation of foundation pit and support installation process in foundation ditch stress and foundation ditch
The response condition of deformation；The present invention will not have disturbing influence in inner support installation process to the soil body that foundation ditch is not excavated；Interior branch
Be threadably secured connection between support and retaining wall, tested than traditional excavation models inner support frame is located on retaining wall or
Person lies directly against the method that retaining wall realizes propping, more can objectively reflect propping situation when actual base pit engineering is excavated；It is logical
The wall thickness for crossing control solid aluminum shank diameter, expansion link wall thickness, first support bar diameter, second support bar diameter and sleeve realizes base
The simulation of inner support rigidity is cheated, Effects on Engineering of the inner support to excavation of foundation pit is more objectively reflected；Can be according to geotechnical model
The demand of experiment, adjusts the quantity of inner support element, and inner support fixing bolt on retaining wall position and quantity, simulation
The excavation situation of different foundation ditches.
7th, the present invention use retractable supports element, can simulate different in width excavation of foundation pit experiment, compared to tradition
Excavation of foundation pit model test using regular length support or retractable supports be only used for realize support install experiment think
Road, can be carried out the excavation of foundation pit experiment of multigroup different in width using same set of experimental rig, reduce the repacking to experimental rig,
Experimentation cost and modelling time are saved, operation principle is simple, easy to operate, with very big practicality.
Brief description of the drawings
Fig. 1 (a) is the excavation of foundation pit model test dress of the phreatic table and artesian head collaboration lifting supported using the first kind
Put side view.
Fig. 1 (b) is the excavation of foundation pit model test dress of the phreatic table and artesian head collaboration lifting supported using Equations of The Second Kind
Put side view.
Fig. 2 (a) is the model casing top view supported using the first kind.
Fig. 2 (b) is the model casing top view supported using 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 plan that pressure-bearing makes somebody a mere figurehead Rotating fields.
Fig. 5 (b) is the side view that pressure-bearing makes somebody a mere figurehead Rotating fields.
Fig. 6 is retaining wall schematic diagram.
Fig. 7 (a) is the foundation pit supporting construction schematic diagram that the first kind is supported.
Fig. 7 (b) is the foundation pit supporting construction schematic diagram that Equations of The Second Kind is supported.
In figure：Model casing 1；Model cabinet frame 1-1；Safety glass 1-2；Model casing bottom 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 is fixed
Screw 2-4；Graduated scale 2-5；First water flowing valve 2-6；Plane of symmetry earth-retaining unit 3；The bolt 4 of fixed symmetrical face earth-retaining unit；
Retaining wall 5；Watertight rubber bar 5-1；Earth-retaining wall bracket 6；Bracket fixing bolt 7；Support unit 8；Solid aluminium 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；Hold
Pressure rack dead level 9；Stainless steel plate 9-1 with limbers；Stainless steel short column 9-2；Anti-filter geotextile 9-3；Second water flowing valve 10；
Hydraulic gage 11；Mariotte flask 12；Plexiglass cylinder 12-1；Air intake valve 12-2；T-way water valve door 12-3；Outlet valve
12-4；Air bag 12-5；Support 13；Fixed pulley 13-1；Steel wire rope 13-2；Hand-operated device 13-3；Gravelly sand 14-1；Clay silt 14-2；
Air free water 15.
Embodiment
The present invention is further described with reference to the accompanying drawings and examples.
As shown in Figure 1 and Figure 2, the excavation of foundation pit model test apparatus of phreatic table and artesian head collaboration lifting of the present invention, bag
Include model casing 1, water tank 2, some plane of symmetry earth-retaining units 3, foundation pit supporting construction, pressure-bearing Stilt layer 9, artesian head regulating system
With seven parts of measurement system.
The model casing 1 is by model cabinet frame 1-1, safety glass 1-2, model casing bottom plate 1-3, top frame 1-4, reaction plate 1-
5 and model casing base 1-6 is constituted；The bottom fixed model bottom plate 1-3 of the model cabinet frame 1-1, former and later two sides are solid
Determine safety glass 1-2；The model cabinet frame 1-1 and reaction plate 1-5 are fixed on what I-steel was welded by surrounding spot welding
On model casing base 1-6, top is connected by stainless steel top frame 1-4 by surrounding spot welding；The model cabinet frame 1-1 is thick by 10mm
Stainless steel steel bar and stainless-steel sheet be welded；The safety glass 1-2 is arranged on model cabinet frame by building glue
On the inside of 1-1；The model casing bottom plate 1-3 and reaction plate 1-5 are the thick stainless-steel sheets of 10mm；The top frame 1-4 is thick by 20mm
Stainless steel steel bar be welded；
The water tank 2 is by the aluminium sheet 2-1 with limbers, laterally disposed bar shaped aluminium sheet 2-2, front and rear sides that vertically place
Safety glass 1-2 and model cabinet frame 1-1 inwall formed by glass gemel connection, mould is erected at by tank bracket 2-3
Upper right side in molding box 1, for controlling and observing the fluctuation in stage in the soil body；The aluminium sheet 2-1 with limbers and water tank branch
Frame 2-3 tightens connection by tank bracket fixed screw 2-4；The aluminium sheet 2-1 surface mount anti-filter geotextiles with limbers,
Prevent from testing during groundwater change the loss of the soil body；The graduated scale 2-5, which is arranged on safety glass 1-2, can be used for directly
Observation and record phreatic table situation of change；The first water flowing valve 2-6 of joining water box 2 is installed on the right side of the model casing 1, is used for
Control the lifting of water level in water tank 2.
The plane of symmetry earth-retaining unit 3 is U-shaped stainless steel strip, is fixed on by bolt 4 on model cabinet frame 1-1；The U
Connected between type stainless steel strip by H type watertight rubbers bar, U-shaped stainless steel strip passes through S type watertight rubbers with model cabinet frame 1-1
Bar is connected；
The foundation pit supporting construction includes retaining wall 5, earth-retaining wall bracket 6 and some support units 8；The retaining wall 3 exists
It is vertical with safety glass 1-2 holdings all the time in moving process；One end of the support unit 8 has inner thread mouth, inner thread mouth
It is threadedly coupled with support fixing bolt 8-7, realizes the installation of support unit 8；
The pressure-bearing Stilt layer 9 is by the stainless steel plate 9-1 with limbers, stainless steel short column 9-2 and anti-filter geotextile 9-3
Composition；Stainless steel short column 9-2 is fixed in the stainless steel plate 9-1 bottoms with limbers, is positioned over the model casing bottom in model casing 1
On plate 1-3, and it is tightly connected with four sides of model casing 1 by glass cement；The stainless steel plate 9-1 surfaces with limbers
Anti-filter geotextile 9-3 is pasted, prevents from testing the loss of the soil body in artesian head change procedure；
The bottom right side of the model casing 1 installs the second water flowing valve 10 of connection pressure-bearing Stilt layer 9, for link model
Case 1 and artesian head regulating system；The bottom experiment soil body in model casing 1 is gravelly sand 14-1, to simulate pressure-bearing soil layer；Overlying is tried
The soil body is tested for the weak water penetration soil body, clay silt 14-2 can be used, using air free water saturation；
The artesian head regulating system is made up of hydraulic gage 11, mariotte flask 12 and support 13；The hydraulic gage 11
Pass through three-way pipe link model case 1 and mariotte flask 12；The mariotte flask 12 is by plexiglass cylinder 12-1, intake valve
Door 12-2, T-way water valve door 12-3, outlet valve 12-4 and air bag 12-5 compositions；Liquid in the plexiglass cylinder 12-1
Body is air free water 15；Nitrogen of the air bag 12-5 built with 1atm；Fixed pulley 13-1, steel wire rope are installed on the support 13
13-2 bypasses fixed pulley 13-1 connections mariotte flask 12 and hand-operated device 13-3, and mariotte flask 12 is controlled by hand-operated device 13-3
Lift adjustment artesian head size；The first water flowing valve 2-6, the second water flowing valve 10, air intake valve 12-2, the 3rd
Water flowing valve 12-3, outlet valve 12-4 are copper core valve；
The measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multichannel number
According to Acquisition Instrument and digital camera；The miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal
Transmission line connecting multi-channel data collecting instrument；The digital camera is positioned over immediately ahead of model casing, can be needed to increase according to shooting
If light source；The digital camera answers exclusive PCR in process of the test, and its position can not be moved；
As shown in figure 3, the thickness of the plane of symmetry earth-retaining unit 3 is 10mm, the excavation that its width can be simulated as needed
Soil thickness is adjusted；The size of the bolt 4 of the fixed symmetrical face earth-retaining unit 3 is M8, is fixedly welded on model box-frame
On frame 1-1.
As shown in figure 4, the water tank 2 is by the aluminium sheet 2-1 with limbers, bar shaped aluminium sheet 2-2, tank bracket 2-3, water tank branch
Frame fixed screw 2-4, graduated scale 2-5 and the first water flowing valve 2-6 compositions；The aluminium sheet 2-1 surfaces with limbers are placed with
Substantial amounts of water flowing circular hole, it is ensured that the water level in process of the test in water tank is connected and consistent with experiment soil body water level, is passed through with realizing
Water level in regulating tank carrys out the phreatic table lifting of the Control experiment soil body.
As shown in Fig. 5 (a), Fig. 5 (b), the stainless steel plate 9-1 with limbers cause in pressure-bearing Stilt layer 9 without gas
There is provided the artesian head pressure of gravelly sand 14-1 bearing courses with gravelly sand 14-1 bearing courses hydraulic communication for water；It is described with limbers not
Rust steel plate 9-1 thickness, the arrangement of limbers and stainless steel short column 9-2 arrangement should meet Force Calculation requirement so that pressure-bearing
Stilt layer 9 is enough the weight for bearing to test the soil body.
As shown in fig. 6, the retaining wall 5 is aluminium sheet, its thickness is obtained by the retaining wall Rigidity Calculation of test simulation；It is described
Earth-retaining wall bracket 6 is the thick strip aluminium sheets of 20mm；The top of retaining wall 5 passes through the fixed retaining wall support of bracket fixing bolt 7
6, middle part is provided with screwed hole, the support fixing bolt 8-7 installed needed for support unit 8 is threadedly coupled by screwed hole, both sides are opened
Groove fixes watertight rubber bar 5-1；The watertight rubber bar 5-1 ensures not send out with the contact surface of model casing 1 in the moving process of retaining wall 5
Raw leak；The bracket fixing bolt 7 and support fixing bolt 8-7 size are M8.
As shown in Fig. 7 (a), Fig. 7 (b), the support fixing bolt 8-7 tightens fixation by the screwed hole on retaining wall 5
In on retaining wall 5.The support unit 8 can use following two forms：
First, the support unit 8 includes solid aluminium bar 8-1, expansion link 8-2 and support connecting bolt 8-3；The solid aluminum
Some grooves are provided with bar 8-1, one end has inner thread mouth；The expansion link 8-2 is to be provided with hollow aluminum pipe, expansion link 8-2
Some screwed holes；The support connecting bolt 8-3 props up solid aluminium bar 8-1 groove through the screwed hole on expansion link 8-2, makes
Obtain solid aluminium bar 8-1 and expansion link 8-2 closely to connect, do not slided in process of the test.The diameter of the solid aluminium bar 8-1
Calculated and obtained by the support stiffness of test simulation with hollow aluminium bar 8-2 thickness；The size of the support connecting bolt 8-3 is optional
Select M6.
2nd, the support unit 8 includes first support bar 8-4, second support bar 8-5 and sleeve 8-6；First support
Bar 8-4 one end has external screw thread；One end of the second support bar 8-5 has inner thread mouth, and the other end has external screw thread；Institute
Stating sleeve 8-6 has internal thread passage, threaded one end connection first support bar 8-4, other end threaded connection second support bar 8-
5.The wall thickness of the diameter of the first support bar 8-4, second support bar 8-5 diameter and sleeve 8-6 by test simulation interior branch
The Rigidity Calculation of support is obtained.
The course of work of the present invention is as follows：Retaining wall 5 and earth-retaining wall bracket 6 are connected by bracket fixing bolt 7 first
Assemble；Soil pressure cell is then installed on retaining wall 5, both sides notch is embedded in watertight rubber bar 5-1, and in notch and sealing
Smear epoxy resin in rubber strip 5-1 gap；The retaining wall 5 assembled is erected in model casing 1 by earth-retaining wall bracket 6,
Ensure that retaining wall 5 is vertical with the safety glass 1-2 of the both sides of model casing 1；The plane of symmetry is installed at the plane of symmetry of excavation of foundation pit model
Earth-retaining unit 3, is fixed on model cabinet frame 1-1 by the bolt 4 of fixed symmetrical face earth-retaining unit；It is layered into model casing 1
Gravelly sand 14-1 compactings are loaded, are filled to specified altitude assignment；Layering filling clay silt 14-2 compactings, until completion of banketing, by water flowing
Second water flowing valve 10 leads to air free water saturation testing soil body gravelly sand 14-1 and clay silt with the speed of 50L/ days to model casing 1
14-2, treats to close the second water flowing of water flowing valve 10 after the soil body is fully saturated；The embedded pore water pressure sensor of drilling, backfill is bored
The hole soil body；Soil body surface installs displacement transducer inside and outside retaining wall 5 and foundation ditch, and displacement and the foundation ditch of retaining wall 5 are monitored respectively
Soil deformation situation；
T-way water valve door 12-3 and outlet valve 12-4 is opened, by T-way water valve door 12-3 to mariotte flask 12
Plexiglass cylinder 12-1 in injection air free water 15, the gas in plexiglass cylinder 12-1 is discharged by outlet valve 12-4；
Treat to fill air free water in plexiglass cylinder 12-1, close T-way water valve door 12-3 and outlet valve 12-4；Pass through intake valve
Door 12-2 connections are equipped with the air bag 12-5 of 1atm nitrogen；Then pass through the link model case 1 of the second water flowing of water flowing valve 10 and pressure-bearing
Head regulating system.
Digital camera is placed in immediately ahead of model casing (cannot be moved in process of the test), camera parameter is adjusted, if
The automatic shooting time interval for putting digital camera is 20s；If laboratory insufficient light, it can be set up in digital camera both sides
Led light sources；Utilize miniature pore water pressure sensor, miniature soil pressure cell under data collecting instrument acquisition and recording experiment original state
With the reading of displacement transducer, the experiment soil body photo under experiment original state is shot using digital camera；
After treating that above-mentioned experiment preparation is completed, open the water level in the first water flowing valve 2-6 regulating tanks 2 to simulate
The phreatic table lifting of the experiment soil body in model casing 1；Open the second water flowing of water flowing valve 10, T-way water valve door 12-3 and intake valve
Door 12-2, and kept it turned in installation process is excavated and supported to whole soil mass of foundation pit, realize artesian head regulating system
Artesian head needed for being tested to the sustainable supply of pressure-bearing Stilt layer 9；The height of mariotte flask 12 is adjusted by hand-operated device 13-3,
The height of mariotte flask 12 is fixed using hand-operated device 13-3 auto-lock function, to control the size of artesian head, by hydraulic gage
11 read artesian head size；First segment plane of symmetry earth-retaining unit is removed, is delayed by the method that soil is unloaded to the excavation of foundation pit plane of symmetry
The slow soil body for excavating the left side of retaining wall 5；When being excavated to below first of supported design position, first of support is installed, passes through branch
Support the internal thread of 8 one end to be connected with the support fixing bolt 8-7 on retaining wall 5, be allowed to hold out against instead by adjusting the length of support 8
Power frame 1-5, completes the installation of support 8.Complete to continue to excavate the soil body after first of support is installed, installed using identical method
Support, until excavation of foundation pit is completed.
In whole excavation of foundation pit process of the test, the corresponding phreatic table of excavation of foundation pit each operating mode is applied by water tank 2,
The corresponding artesian head of excavation of foundation pit each operating mode is applied by artesian head regulating system；Continuously adopted by data collecting instrument
The reading of miniature pore water pressure sensor, miniature soil pressure cell and displacement transducer, passes through triggering in collection record process of the test
Digital camera shoots the photo that soil deformation is tested in whole process of the test.
By the miniature pore water pressure sensor and the reading of miniature soil pressure cell of analyze data Acquisition Instrument acquisition and recording,
Draw phreatic table and the caused Water And Earth Pressures response pattern of artesian head collaboration lifting in the whole digging process of foundation ditch；Pass through analysis
The reading of the displacement transducer of data collecting instrument record, and the photo progress PIV graphical analyses captured by logarithmic code camera,
The displacement field of the soil body is drawn, so as to learn that soil mass of foundation pit cooperates with the deformation rule of lifting with phreatic table and artesian head.
Above-described embodiment is a preferred embodiment of the present invention, be to present invention and its application furtherly
It is bright, it should not be construed as the present invention and be only applicable to above-described embodiment.All technologies realized based on the principle of the invention and the content of the invention
Belong to the scope of the present invention.
Claims (9)
1. a kind of phreatic table and the excavation of foundation pit model test apparatus of artesian head collaboration lifting, it is characterised in that including model
Case (1), water tank (2), some plane of symmetry earth-retaining units (3), foundation pit supporting construction, pressure-bearing Stilt layer (9), artesian head regulation system
System and seven parts of measurement system；The model casing (1) is by model cabinet frame (1-1), safety glass (1-2), model casing bottom plate
(1-3), top frame (1-4), reaction plate (1-5) and model casing base (1-6) composition；The bottom of the model cabinet frame (1-1) is consolidated
Cover half molding box bottom plate (1-3), the fixed safety glass (1-2) in former and later two sides；The model cabinet frame (1-1) and reaction plate
(1-5) is each attached on model casing base (1-6), and top is connected by top frame (1-4)；The bottom right side of the model casing (1)
Second water flowing valve (10) of connection pressure-bearing Stilt layer (9) is installed, for link model case (1) and artesian head regulating system；
The water tank (2) is fixed by the aluminium sheet (2-1) with limbers, bar shaped aluminium sheet (2-2), tank bracket (2-3), tank bracket
Screw (2-4), graduated scale (2-5) and the first water flowing valve (2-6) composition, model casing (1) is erected at by tank bracket (2-3)
Interior upper right side, for controlling and observing the fluctuation in stage in the soil body；Described aluminium sheet (2-1) surface mount anti-filter with limbers
Geotextile, prevents the loss of the experiment soil body during groundwater change；The graduated scale (2-5) is pasted onto safety glass (1-
2) on, available for directly observation and record phreatic table situation of change；The first water flowing valve (2-6) is arranged on model casing (1)
Right side be used to joining water box (2)；
The plane of symmetry earth-retaining unit (3) is U-shaped stainless steel strip, is fixed on by bolt (4) in model cabinet frame (1-1)；Institute
State between U-shaped stainless steel strip and to be connected by H type watertight rubbers bar, U-shaped stainless steel strip is stopped with model cabinet frame (1-1) by S types
Water rubber strip is connected；
The foundation pit supporting construction includes retaining wall (5), earth-retaining wall bracket (6) and some support units (8)；The retaining wall
(5) top is by bracket fixing bolt (7) fixed retaining wall support (6), and middle part is provided with screwed hole, is threadedly coupled by screwed hole
Support fixing bolt (8-7) needed for support unit (8), the fixed watertight rubber bar (5-1) of both sides fluting are installed；The sealing rubber
Adhesive tape (5-1) ensures do not occur leak with model casing (1) contact surface in retaining wall (5) moving process；The support unit (8)
One end has inner thread mouth, and inner thread mouth is threadedly coupled with support fixing bolt (8-7), realizes the installation of support unit (8)；
The pressure-bearing Stilt layer (9) is by the stainless steel plate (9-1) with limbers, stainless steel short column (9-2) and anti-filter geotextile
(9-3) is constituted；Stainless steel short column (9-2) is fixed in described stainless steel plate (9-1) bottom with limbers, is positioned over model casing (1)
On interior model casing bottom plate (1-3), and it is tightly connected with four sides of model casing (1)；The stainless steel plate with limbers
(9-1) surface mount anti-filter geotextile (9-3)；
The artesian head regulating system is made up of hydraulic gage (11), mariotte flask (12) and support (13)；The hydraulic gage
(11) three-way pipe link model case (1) and mariotte flask (12) are passed through；Fixed pulley (13-1) is installed on the support (13),
Steel wire rope (13-2) bypasses fixed pulley (13-1) connection mariotte flask (12) and hand-operated device (13-3), passes through hand-operated device (13-3)
Control the size of the lift adjustment artesian head of mariotte flask (12)；The mariotte flask (12) is by plexiglass cylinder
(12-1), air intake valve (12-2), T-way water valve door (12-3), outlet valve (12-4) and air bag (12-5) composition；It is described
Plexiglass cylinder (12-1) bottom sets air intake valve (12-2) and T-way water valve door (12-3), and top sets outlet valve
(12-4)；The air intake valve (12-2) is connected with air bag (12-5)；
The measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multi-channel data and adopted
Collect instrument and digital camera；The miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer are transmitted by signal
Line connecting multi-channel data collecting instrument；The digital camera is positioned over immediately ahead of model casing.
2. a kind of phreatic table according to claim 1 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, the support unit (8) includes solid aluminium bar (8-1), expansion link (8-2) and support connecting bolt (8-3)；Institute
State and be provided with some grooves in solid aluminium bar (8-1), one end has inner thread mouth；The expansion link (8-2) is hollow aluminum pipe, is stretched
Some screwed holes are provided with bar (8-2)；The support connecting bolt (8-3) props up reality through the screwed hole on expansion link (8-2)
The groove of heart aluminium bar (8-1).
3. a kind of phreatic table according to claim 1 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, the support unit (8) includes first support bar (8-4), second support bar (8-5) and sleeve (8-6)；It is described
One end of first support bar (8-4) has external screw thread；One end of the second support bar (8-5) has inner thread mouth, the other end
With external screw thread；The sleeve (8-6) has internal thread passage, threaded one end connection first support bar (8-4), other end screw thread
Connect second support bar (8-5).
4. a kind of phreatic table according to claim 1 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, the digital camera answers exclusive PCR in process of the test, its position can not be moved；Can be according to shooting
Need to set up light source.
5. a kind of phreatic table according to claim 1 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, the model cabinet frame (1-1) is welded by thick 10mm stainless steel steel bar and stainless-steel sheet；The steel
Change glass (1-2) to be arranged on the inside of model cabinet frame (1-1) by building glue；The model casing bottom plate (1-3) and reaction plate
(1-5) is the thick stainless-steel sheets of 10mm；The top frame (1-4) is welded by the thick stainless steel steel bars of 20mm；The model
Box main body and reaction plate (1-5) are fixed on model casing base (1-6) by surrounding spot welding；The retaining wall (5) is aluminium sheet, and it is thick
Degree is obtained by the retaining wall Rigidity Calculation of test simulation；The earth-retaining wall bracket (6) is the thick strip aluminium sheets of 20mm；The earth-retaining
Wall (5) is vertical with safety glass (1-2) holding all the time in moving process；The first water flowing valve (2-6), the second water-through valve
Door (10), air intake valve (12-2), T-way water valve door (12-3), outlet valve (12-4) are copper core valve.
6. a kind of phreatic table according to claim 1 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, nitrogen of the air bag (12-5) built with 1atm.
7. a kind of phreatic table according to claim 1 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, the liquid in the water tank (2) and plexiglass cylinder (12-1) is air free water (15).
8. a kind of phreatic table according to claim 1 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, the bottom experiment soil body in model casing (1) is gravelly sand (14-1)；The overlying experiment soil body is the weak water penetration soil body.
9. a kind of phreatic table according to claim 8 and the excavation of foundation pit model test apparatus of artesian head collaboration lifting,
Characterized in that, the described weak water penetration soil body is clay silt (14-2)；The gravelly sand (14-1) and the weak water penetration soil body are adopted
Use air free water saturation.
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| CN111238932A (en) * | 2020-01-15 | 2020-06-05 | 中国地质大学（武汉） | Testing device and testing method for researching drilling deformation characteristics of gravel soil formed micro pile |
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| CN108267370A (en) * | 2018-01-31 | 2018-07-10 | 浙江大学 | A kind of one-dimensional cylinder test device and method for simulating the kinetic head boundary effect soil body |
| CN109580368A (en) * | 2018-11-19 | 2019-04-05 | 同济大学 | Excavation Deformation of Deep Foundation Pits character centrifugal model test device in a kind of multilayer artesian water stratified formations |
| CN110044796A (en) * | 2019-05-15 | 2019-07-23 | 河海大学 | Geotechnical fibre filter performance and multifunctional tester |
| CN110221042A (en) * | 2019-06-27 | 2019-09-10 | 合肥工业大学 | A kind of device of simulating excavation stress field and Analysis of Ground-water Seepage Field coupling effect |
| CN110485483A (en) * | 2019-08-19 | 2019-11-22 | 浙江大学 | A kind of device for simulating Foundation Pit Pouring catastrophe overall process |
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