CN105716960B - Excavation of foundation pit model test apparatus under complicated groundwater environment - Google Patents
Excavation of foundation pit model test apparatus under complicated groundwater environment Download PDFInfo
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- CN105716960B CN105716960B CN201610207298.2A CN201610207298A CN105716960B CN 105716960 B CN105716960 B CN 105716960B CN 201610207298 A CN201610207298 A CN 201610207298A CN 105716960 B CN105716960 B CN 105716960B
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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
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Abstract
The invention discloses the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment.Including model casing, water tank, plane of symmetry earth-retaining unit, foundation pit supporting construction, pressure-bearing Stilt layer, artesian pressure regulating system and measurement system；The upper right side in model casing is arranged in water tank；Plane of symmetry earth-retaining unit is fixed on model casing；Pressure-bearing Stilt layer is arranged in model casing bottom；Artesian pressure regulating system is made of Miniature water pressure transmitter, plexiglass cylinder device and flowmeter；The present invention can in Simulation of Excavation Process phreatic table and artesian pressure dynamic change；Measure Water And Earth Pressures and the deformation of dynamic change phreatic table and the lower foundation pit of artesian pressure effect, the problems such as arranging correlation test data and determining foundation pit stress and development of deformation rule, effective test data is provided for foundation pit Study on Problems caused by the complicated groundwater environment such as phreatic table and artesian pressure dynamic change to support, and provides foundation for theoretical analysis model later.
Description
Technical field
The present invention relates to a kind of excavation models experimental rigs, more particularly to phreatic table and artesian pressure dynamic change etc.
The excavation of foundation pit model test apparatus under water environment conditions is intricately descended, can be used for simulated diving position and artesian pressure dynamic becomes
Interaction when change between bearing course and the weak water penetration soil mass of foundation pit of overlying, research trends change phreatic table and artesian pressure
Under the conditions of foundation pit Water And Earth Pressures response and problem on deformation.
Background technology
Deep Foundation Pit bottom aquiclude or less is often faced in strand, riparian area rich groundwater, engineering still have hold
The case where laminate layer, due to pressure reduction well dewatering confined water, large-scale rainfall, river flood stages pass by, tide changes etc. will cause phreatic table and
Dynamic change occurs for artesian pressure, to further influence foundation pit Water And Earth Pressures, deformation and stability, phreatic table and artesian water
Foundation pit deformation and destabilization problems caused by the complicated groundwater environment such as Pressure behaviour variation are the weights of such regional deep-foundation pit engineering
One of Risks source.
Research compared to economics analysis method and finite element numerical method uses set soil constitutive model, calculates
Soil body Water And Earth Pressures caused by the phreatic table and artesian pressure dynamic change that arrive and deformation size have the selection of calculating parameter
There is prodigious dependence；In Practical Project it is more difficult carry out it is real-time to the Water And Earth Pressures at Foundation Pit bottom (be located at excavation of foundation pit region in)
Monitoring, caused by carrying out a large amount of similar engineering monitoring data statistic analysis to obtain phreatic table and artesian pressure dynamic change
The method for cheating the deformation rule of bottom aquiclude also is difficult to realize；In view of geotechnical model test under Chang Chongli, it is micro- that the soil body is not influenced
Structure is seen, interaction relationship is consistent with actual conditions between soil particle size and soil particle, can objectively respond underground water and foundation pit
Interaction between the soil particle of the soil body is widely used in considering the microexamination of resistance to shear of soil strain stress relation.
Currently, the related geotechnical model test research of traditional groundwater effect, does not consider that gas enters experiment soil in water
Unsaturated soil problem caused by body is possible；Consider the excavation models experiment of constant phreatic table effect, having research, (Peng Shu weighs sands
Macro thin sight research [D] the Tongji University of barricade failure mechanism, 2007.) use film to pass through the method for smearing epoxy resin after corona
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 the process is more complicated for film corona, and tearing may occur in moving process for film or due to soil particle when lateral diaphragm wall displacement is larger
Friction leads to breakage, is unable to complete successfully experiment or carries out repeating experiment.Consider the excavation models examination that WATER LEVEL CHANGES influences
It tests, has research (experiment of Sun Wei coastal region deep basal pit characters and theoretical research [D] Zhejiang University, 2015.) using fixation
The method of retaining wall, this method can only obtain the situation of change of excess pore water pressure in the soil body, can not obtain accurate soil pressure
Power changes and foundation pit deformation data, and there are still larger differences with response condition of the practical base pit engineering under the effect of dynamic level of ground water
It is different；The soil test of a large amount of simulated groundwater variations often considers the changed in stages of phreatic table or artesian pressure, usually each
Pause experiment when grade phreatic table or artesian pressure switch, therefore can not achieve phreatic table or artesian pressure continuously dynamically becomes
Change, phreatic table or artesian pressure dynamic change rate can not be inquired into the Water And Earth Pressures response of foundation pit, the soil body during excavation
The problems such as deformation and stability influence.
In excavation models experiment, most of researchs for excavated per level-one and propping complete foundation pit stress under operating mode and
Deformation is unfolded, and does not consider the stress and deformation of foundation pit foundation pit during excavation or propping.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.) the methods of simulation soil
Body macroscopic destruction, such method are unable to the change of stress field in the soil body caused by accurate simulation excavation of foundation pit, are opened with practical foundation pit
There are still certain differences for foundation pit stress and deformation 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 supports well, the direct excavation pit soil body need not carry out propping operation again, and this method is more
Simply, but preset all inner supports all will in entire digging process stress, it is clear that the foundation pit stressing conditions with Practical Project
It is inconsistent, also can not in accurate simulation Excavation Process in the case of non-propping foundation pit stress and deformation.Have at present
Research using hydraulic jack to the method for earth-retaining wall bracket applied force simulation support installation, this method using hydraulic device compared with
Complexity this method and is not suitable for when excavation of foundation pit width is larger.In addition the excavation plane of symmetry of most excavation of foundation pit models
It is vertical fixed baffle, realizes that excavation of foundation pit, this method are unable to clear definition and excavate soil layer, meeting by grabbing soil or soil digging downwards
Disturb the soil body not excavated；This method is cumbersome, not easy to operate, and the size of especially excavation of foundation pit model is larger or needs to excavate
When the soil body is more, the workload of test operation is quite big.Therefore, how to realize that accurately soil excavation and support installation are foundation pits
It excavates in model test and needs the Important Problems solved.
Invention content
In order to overcome the above-mentioned deficiencies of the prior art, the present invention provides the excavation of foundation pit models under complicated groundwater environment
Experimental rig solves the problem of modelling of phreatic table and artesian pressure dynamic change in experiment, can simulated diving position and pressure-bearing
Interaction when water pressure dynamic change between underground water and soil mass of foundation pit measures the phreatic table and pressure-bearing hydraulic pressure of dynamic change
The Water And Earth Pressures of foundation pit and deformation under force effect arrange correlation test data and determine phreatic table and artesian pressure dynamic change
When foundation pit stress and development of deformation rule the problems such as, be the complicated groundwater environment such as phreatic table and artesian pressure dynamic change
Caused foundation pit Study on Problems provides effective test data and supports, and theoretical analysis model provides foundation for after.
The technical solution adopted by the present invention to solve the technical problems is：It is a kind of complexity groundwater environment under excavation of foundation pit
Model test apparatus, including model casing, water tank, several plane of symmetry earth-retaining units, foundation pit supporting construction, pressure-bearing Stilt layer, pressure-bearing
Seven parts of hydraulic pressure draught control system and measurement system；The model casing by model cabinet frame, tempered glass, model casing bottom plate,
Top frame, reaction plate and model casing pedestal composition；The bottom fixed model bottom plate of the model cabinet frame, former and later two sides are solid
Determine tempered glass；The model cabinet frame and reaction plate are each attached on model casing pedestal, and top is connected by top frame；The mould
Second water flowing valve of the bottom right side installation connection pressure-bearing Stilt layer of molding box, is adjusted for link model case and artesian pressure
System；
The water tank is by the aluminium sheet with limbers, bar shaped aluminium sheet, tank bracket, tank bracket fixed screw, graduated scale,
One water flowing valve and first flowmeter composition, are erected at the upper right side in model casing, for controlling and observing by tank bracket
SEA LEVEL VARIATION in the soil body；The surface of aluminum plate with limbers pastes anti-filter geotextile, prevents SEA LEVEL VARIATION process pilot scale
Test the loss of the soil body；The graduated scale is pasted onto on tempered glass, can be used for directly observing and recording SEA LEVEL VARIATION situation；It is described
First water flowing valve is arranged on the right side of model casing to joining water box and first flowmeter；
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
It is connected by H-type watertight rubber item between rust steel bar, U-shaped stainless steel strip is connect with model cabinet frame by S type watertight rubber items；
The foundation pit supporting construction includes retaining wall, earth-retaining wall bracket and several support units；The retaining wall top is logical
Bracket fixing bolt fixed retaining wall holder is crossed, middle part is provided with threaded hole, and installation support unit institute is threadedly coupled by threaded hole
The support fixing bolt needed, the fixed watertight rubber item of both sides fluting；The watertight rubber item 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
It is threadedly coupled, realizes the installation of support unit；
The pressure-bearing Stilt layer is made 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 pressure regulating system is by Miniature water pressure transmitter, plexiglass cylinder device and second flowmeter
Composition；The plexiglass cylinder device is by plexiglass cylinder, organic glass pedestal, graduation mark and third water flowing valve group
At；The plexiglass cylinder is fixed on organic glass pedestal, and graduation mark is arranged in sidewalls vertical, and third water-through valve is arranged in bottom
Door；The Miniature water pressure transmitter passes through three-way pipe link model case and plexiglass cylinder device, Miniature water pressure inverting
Device can continuously record the dynamic change situation of artesian water；The plexiglass cylinder passes through third water flowing valve and second flowmeter
Connection accurately adjusts the variation of water-column in plexiglass cylinder by second flowmeter to pressure-bearing in implementation model case
The dynamic change of water；
The measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement sensor, multichannel number
According to Acquisition Instrument and digital camera；The miniature pore water pressure sensor, miniature soil pressure cell, displacement sensor 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, telescopic rod and support connection bolt；In the solid aluminium bar
Several grooves are provided with, one end has inner thread mouth；The telescopic rod is hollow aluminum pipe, and several threaded holes are provided on telescopic rod；Institute
State the groove that support connection bolt passes through the threaded hole on telescopic rod to resist solid aluminium bar.
Further, the support unit includes first support bar, second support bar and sleeve；The first support bar
One end has external screw thread；There is inner thread mouth, the other end to have external screw thread for one end of the second support bar；The sleeve has
Internal thread channel, threaded one end connect first support bar, and the other end is threadedly coupled second support bar.
Further, the digital camera answers exclusive PCR, position that can not move during the test；It can root
It needs to add light source according to shooting.
Further, the model cabinet frame is welded by the stainless steel steel bar and stainless-steel sheet of 10mm thickness；It is described
Tempered glass is mounted on by building glue on the inside of model cabinet frame；The model casing bottom plate and reaction plate are the stainless of 10mm thickness
Steel steel plate；The top frame is welded by the stainless steel steel bar of 20mm thickness；The model box main body and reaction plate pass through surrounding point
Solid welding schedules model casing pedestal；The retaining wall is aluminium sheet, and thickness is obtained by the retaining wall Rigidity Calculation of test simulation；It is described
Earth-retaining wall bracket is the strip aluminium sheet of 20mm thickness；The retaining wall is vertical with tempered glass holding always in moving process；Institute
It is copper core valve to state the first water flowing valve, the second water flowing valve, third water flowing valve.
Further, the diameter, the wall thickness of telescopic rod, the diameter of first support bar of the solid aluminium bar, second support bar
Diameter and the wall thickness of sleeve obtained by the Rigidity Calculation of the inner support of test simulation.
Further, the miniature pore water pressure sensor, miniature soil pressure cell, displacement sensor and miniature water pressure
The signal transmssion line of transmitter is connected to same signal sampler, ensures the synchronous acquisition of all signals during the test.
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；It is the weak water penetration soil body that overlying, which tests the soil body,.
Further, the weak water penetration soil body is clay silt；The gravelly sand and the weak water penetration soil body are using no gas
Water saturation.
Compared with prior art, the beneficial effects of the invention are as follows：
1, the present invention uses the air free water saturation testing soil body before the test, is provided during experiment and presses water environment without air bearing,
So that the hole of the experiment soil body is full of air free water, as above operation has 2 benefits：First, underwater bubble is avoided to enter weak water penetration
Soil layer causes the unsaturation problem of the soil body, and (compared with saturated soil, there are larger differences and uncertain for the mechanical characteristic of unsaturated soil
Property)；Second is that avoiding underwater bubble that miniature pore water pressure sensor is interfered to influence its measurement accuracy.
2, the water tank in the present invention is erected in model casing, using the gap between glass cement sealing radiator and model casing,
Aluminium sheet with limbers makes the water level in water tank be connected to experiment soil body water level, can be by first flowmeter regulating tank
Water level with the dynamic change of simulation test soil body phreatic table；Graduated scale on water tank is pasted onto on tempered glass, convenient for direct
Observation and record SEA LEVEL VARIATION situation.Water-column in plexiglass cylinder device is accurately adjusted using second flowmeter
Change amplitude and rate of change, to the simulation of the continuous dynamic change of artesian water in implementation model case；Miniature water pressure transmitter
Signal transmssion line and (being connected with the same of miniature pore water pressure sensor, miniature soil pressure cell and displacement sensor) it is mostly logical
The dynamic change situation that artesian water can be continuously recorded after the connection of track data Acquisition Instrument, realizes the phreatic table and artesian water of dynamic change
The Simultaneous Monitoring of pressure and ground Water And Earth Pressures, soil deformation.
3, on the one hand the experiment soil body in saturated model case abundant from bottom to top can be achieved using pressure-bearing Stilt layer by the present invention,
Be conducive to test the exclusion of gas in the soil body；On the other hand connection artesian pressure regulating system is to provide pressure-bearing gravel layer dynamic
The artesian pressure of variation is close with the mode of occurence of natural artesian water；Pressure-bearing gravel layer and the weak water penetration soil layer of overlying are direct
Contact is by the interaction in objective simulation dynamic artesian water mechanism between bearing course and the weak water penetration soil layer of overlying, favorably
It is responded and soil mass of foundation pit deformation rule in further disclosing soil mass of foundation pit Water And Earth Pressures caused by artesian pressure dynamic change.
The surface mount anti-filter geotextile of the stainless steel plate of aluminium sheet and pressure-bearing Stilt layer with limbers of water tank belt limbers, prevents ground
The loss of the soil body is tested in lower water change procedure；Experimental study is carried out under normal gravity condition, does not influence the microcosmic knot of soil mass of foundation pit
Structure so that interaction relationship is consistent with actual conditions between soil particle size and soil particle, is conducive to development and is related between soil particle
The microexamination of interaction.
4, the present invention simulates the phreatic table and artesian pressure of dynamic change, Ke Yishi using water tank and pressure-bearing Stilt layer
The now experimental implementation of following three types：
(1) the first water flowing valve (diving invariant position) for closing water tank, adjusts second flowmeter and sets plexiglass cylinder
The rate of change of interior water level is to simulate the rate of change of artesian pressure, and research artesian pressure dynamic change is to soil mass of foundation pit water
Soil pressure force-responsive, deformation influence, the water level line situation shown by water tank graduation mark, know confined water regime variation to foundation pit
The influence of phreatic table variation；
(2) water level line in plexiglass cylinder is set in specified altitude assignment (artesian pressure is constant), it is logical opens first
Penstock, setting first flowmeter parameter test the rate of change of soil body phreatic table to adjust, and study phreatic table dynamic change pair
The influence that soil mass of foundation pit Water And Earth Pressures are responded, deformed, the artesian pressure situation of change recorded by Miniature water pressure transmitter,
Know the influence that foundation pit phreatic table dynamic change changes artesian pressure；
(3) parameter of first flowmeter and second flowmeter is set to adjust the dynamic of phreatic table and artesian pressure to become
Change, studies influence of the variation to the response of soil mass of foundation pit Water And Earth Pressures, deformation jointly of phreatic table and artesian pressure.
5, 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 does not excavate can
Plane of symmetry earth-retaining unit is removed in advance before excavating per layer soil body, and foundation pit is carried out by the method for unloading soil to the excavation of foundation pit plane of symmetry
It excavates, compared to the method to fetch earth with traditional soil digging downwards, the present invention can specify each layer and excavate what soil layer did not influenced not excavate, behaviour
Facilitate, greatly reduces the workload that excavation of foundation pit unloads soil.
6, the present invention can simultaneously simulating excavation and propping process, obtain excavation of foundation pit and support installation process in institute
The variation of caused foundation pit 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
At particular state conduct a research, more comprehensively, accurately reflect excavation of foundation pit and support installation process in foundation pit stress and foundation pit
The response condition of deformation；The present invention will not have disturbing influence in inner support installation process to the soil body that foundation pit does not excavate；Interior branch
Be threadably secured connection between support and retaining wall, tested compared with 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 practical base pit engineering excavates；It is logical
The wall thickness for crossing control solid aluminum shank diameter, telescopic rod wall thickness, first support bar diameter, second support bar diameter and sleeve realizes base
The simulation for cheating inner support rigidity, more objectively reflects Effects on Engineering of the inner support to excavation of foundation pit；It can be according to geotechnical model
The demand of experiment adjusts the quantity of inner support element and position and the quantity of the inner support fixing bolt on retaining wall, simulation
The excavation situation of different foundation pits.
7, the present invention uses retractable supports element, can simulate the excavation of foundation pit experiment of different in width, compare and tradition
Excavation of foundation pit model test using regular length support or retractable supports be only used for realize support installation experiment think
Road can be used the excavation of foundation pit experiment that same set of experimental rig carries out multigroup different in width, reduce the repacking to experimental rig,
Experimentation cost and modelling time are saved, operation principle is simple, easy to operate, has prodigious practicability.
Description of the drawings
Fig. 1 (a) is the excavation of foundation pit model test apparatus side view under the complicated groundwater environment supported using the first kind.
Fig. 1 (b) is the excavation of foundation pit model test apparatus side view under the complicated groundwater environment supported using the second class.
Fig. 2 (a) is the model casing vertical view supported using the first kind.
Fig. 2 (b) is the model casing vertical view supported using the second class.
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 view 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.
Fig. 7 (a) is the foundation pit supporting construction schematic diagram of first kind support.
Fig. 7 (b) is the foundation pit supporting construction schematic diagram of the second class support.
In figure：Model casing 1；Model cabinet frame 1-1；Tempered glass 1-2；Model casing bottom plate 1-3；Top frame 1-4；Reaction plate 1-
5；Model casing pedestal 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；First flowmeter 2-7；Plane of symmetry earth-retaining unit 3；Fixed symmetrical face is kept off
The bolt 4 of native unit；Retaining wall 5；Watertight rubber 5-1；Earth-retaining wall bracket 6；Bracket fixing bolt 7；Support unit 8；It is solid
Aluminium bar 8-1；Hollow aluminium bar 8-2；Support connection 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；Stainless steel plate 9-1 with limbers；Stainless 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；Organic glass
Glass pedestal 12-2；Graduation mark 12-3；Third water flowing valve 12-4；Second flowmeter 13；Gravelly sand 14-1；Clay silt 14-2；Nothing
Air water 15.
Specific implementation mode
Present invention will be further explained below with reference to the attached drawings and examples.
As shown in Figure 1 and Figure 2, the excavation of foundation pit model test apparatus under the complicated groundwater environment of the present invention, including model casing
1, water tank 2, several plane of symmetry earth-retaining units 3, foundation pit supporting construction, pressure-bearing Stilt layer 9, artesian pressure regulating system and measurement
Seven parts of system.
The model casing 1 is by model cabinet frame 1-1, tempered glass 1-2, model casing bottom plate 1-3, top frame 1-4, reaction plate 1-
5 and model casing pedestal 1-6 is formed；The bottom fixed model bottom plate 1-3 of the model cabinet frame 1-1, former and later two sides are solid
Determine tempered 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 pedestal 1-6, top is connected by stainless steel top frame 1-4 by surrounding spot welding；The model cabinet frame 1-1 is by 10mm thickness
Stainless steel steel bar and stainless-steel sheet be welded；The tempered glass 1-2 is mounted 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 is the stainless-steel sheet of 10mm thickness；The top frame 1-4 is by 20mm thickness
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
Tempered glass 1-2 and the inner wall of model cabinet frame 1-1 formed by glass glue connection, mould is erected at by tank bracket 2-3
Upper right side in molding box 1, for controlling and observing the SEA LEVEL VARIATION in the soil body；The aluminium sheet 2-1 and water tank branch with limbers
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 SEA LEVEL VARIATION from testing the loss of the soil body in the process；The graduated scale 2-5 settings can be used for directly seeing on tempered glass 1-2
Survey and record SEA LEVEL VARIATION situation；The first water flowing valve 2-6 is arranged on the right side of model casing to joining water box 2 and first-class
Gauge 2-7；
The plane of symmetry earth-retaining unit 3 is U-shaped stainless steel strip, is fixed on model cabinet frame 1-1 by bolt 4；The U
It is connected by H-type watertight rubber item between type stainless steel strip, U-shaped stainless steel strip passes through S type watertight rubbers with model cabinet frame 1-1
Item connects；
The foundation pit supporting construction includes retaining wall 5, earth-retaining wall bracket 6 and several support units 8；The retaining wall 3 exists
It is vertical with tempered glass 1-2 holdings always 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；The stainless steel plate 9-1 with limbers and model cabinet frame 1-1, tempered glass 1-2 are tightly connected by glass cement；
The stainless steel plate 9-1 surface mount anti-filter geotextile 9-3 with limbers, prevent from testing in artesian pressure change procedure
The loss of the soil body；
Second water flowing valve 10 of the bottom right side installation connection pressure-bearing Stilt layer 9 of the model casing 1, is used for link model
Case 1 and artesian pressure regulating system；The bottom experiment soil body in model casing 1 is gravelly sand 14-1, to simulate pressure-bearing soil layer；Overlying
The experiment soil body is the weak water penetration soil body, and clay silt 14-2 can be used, be saturated using air free water；
The artesian pressure regulating system is by Miniature water pressure transmitter 11, plexiglass cylinder device 12 and second
Gauge 13 forms；The plexiglass cylinder device 12 is by plexiglass cylinder 12-1, organic glass pedestal 12-2, graduation mark
12-3 and third water flowing valve 12-4 compositions；The plexiglass cylinder 12-1 is fixed on organic glass pedestal 12-2, side wall
It is vertically arranged graduation mark 12-3, third water flowing valve 12-4 is arranged in bottom；The Miniature water pressure transmitter 11 passes through three-way pipe
Link model case 1 and plexiglass cylinder device 12, Miniature water pressure transmitter 11 can continuously record the dynamic change of artesian water
Situation；The plexiglass cylinder 12-1 is connected to by third water flowing valve 12-4 with second flowmeter 13, and second flow is passed through
Meter 13 accurately adjusts the variation of water-column in plexiglass cylinder 12-1 and becomes to the dynamic of artesian water in implementation model case 1
Change；The first water flowing valve 2-6, the second water flowing valve 10, third water flowing valve 12-4 are copper core valve；
The measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement sensor, multichannel number
According to Acquisition Instrument and digital camera；The miniature pore water pressure sensor, miniature soil pressure cell, displacement sensor 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, position that can not move during the test；The miniature hole
Water pressure sensor, miniature soil pressure cell, displacement sensor and Miniature water pressure transmitter 11 signal transmssion line be connected to
Same signal sampler ensures the synchronous acquisition of all signals during the test.
As shown in figure 3, the thickness of the plane of symmetry earth-retaining unit 3 is 10mm, the excavation that width can simulate 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, the first water flowing valve 2-6 and first flowmeter 2-7 compositions；The aluminium sheet with limbers
The surfaces 2-1 are placed with a large amount of water flowing circular hole, and the water level during guarantee test in water tank is connected to and one with experiment soil body water level
It causes, to realize through the water level in regulating tank come the SEA LEVEL VARIATION of the Control experiment soil body.
As shown in Fig. 5 (a), Fig. 5 (b), the stainless steel plate 9-1 with limbers make in pressure-bearing Stilt layer 9 without gas
Water and gravelly sand 14-1 bearing course hydraulic communications, provide the artesian pressure of gravelly sand 14-1 bearing courses；It is described with the stainless of limbers
The thickness of steel plate 9-1, the arrangement of limbers and the arrangement of stainless steel short column 9-2 should meet Force Calculation requirement so that pressure-bearing frame
Dead level 9 is enough to bear the weight of the experiment soil body.
As shown in fig. 6, the retaining wall 5 is aluminium sheet, thickness is obtained by the retaining wall Rigidity Calculation of test simulation；It is described
Earth-retaining wall bracket 6 is the strip aluminium sheet of 20mm thickness；5 top of the retaining wall is fixed by the bracket 7 fixed retaining wall holder of bolt
6, middle part is provided with threaded hole, is threadedly coupled the support fixing bolt 8-7 needed for installation support unit 8 by threaded hole, both sides are opened
Slot fixes watertight rubber 5-1；The watertight rubber 5-1 ensures not send out with 1 contact surface of model casing in 5 moving process of retaining wall
Raw leak；The size of the bracket fixing bolt 7 and support fixing bolt 8-7 are M8.
As shown in Fig. 7 (a), Fig. 7 (b), the support fixing bolt 8-7 tightens fixation by the threaded hole on retaining wall 5
In on retaining wall 5.Following two forms can be used in the support unit 8：
One, the support unit 8 includes solid aluminium bar 8-1, telescopic rod 8-2 and support connection bolt 8-3；The solid aluminum
Several grooves are provided on bar 8-1, one end has inner thread mouth；The telescopic rod 8-2 is hollow aluminum pipe, is provided on telescopic rod 8-2
Several threaded holes；The support connection bolt 8-3 passes through the threaded hole on telescopic rod 8-2 to resist the groove of solid aluminium bar 8-1, makes
It obtains solid aluminium bar 8-1 and telescopic rod 8-2 closely to connect, not slide during the test.The diameter of the solid aluminium bar 8-1
It is calculated by the support stiffness of test simulation with the thickness of hollow aluminium bar 8-2；The size of the support connection bolt 8-3 is optional
Select M6.
Two, the support unit 8 includes first support bar 8-4, second support bar 8-5 and sleeve 8-6；First support
One end of bar 8-4 has external screw thread；There is inner thread mouth, the other end to have external screw thread for one end of the second support bar 8-5；Institute
Stating sleeve 8-6, there is internal thread channel, threaded one end to connect first support bar 8-4, and the other end is threadedly coupled second support bar 8-
5.The wall thickness of the diameter of the first support bar 8-4, the diameter of second support bar 8-5 and sleeve 8-6 by test simulation interior branch
The Rigidity Calculation of support obtains.
The course of work of the present invention is as follows：Retaining wall 5 and earth-retaining wall bracket 6 bolt 7 is fixed by the bracket first to connect
It assembles；Soil pressure cell is then installed on retaining wall 5, both sides notch is embedded in watertight rubber 5-1, and in notch and sealing
Smear epoxy resin in the gap of rubber strip 5-1；Assembled retaining wall 5 is erected at by earth-retaining wall bracket 6 in model casing 1,
Ensure that retaining wall 5 is vertical with the tempered glass 1-2 of 1 both sides of model casing；The plane of symmetry is installed at the plane of symmetry of excavation of foundation pit model
Earth-retaining unit 3 is fixed on by the bolt 4 of fixed symmetrical face earth-retaining unit on model cabinet frame 1-1；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 second
Water flowing valve 10 leads to air free water saturation testing soil body gravelly sand 14-1 and clay silt 14-2 with 50L/ days speed to model casing 1,
It waits for closing the second water flowing valve 10 after the soil body is fully saturated；Pore water pressure sensor, the backfill drilling soil body are buried in drilling；
Soil body surface installs displacement sensor inside and outside retaining wall 5 and foundation pit, and the displacement and soil mass of foundation pit for monitoring retaining wall 5 respectively deform feelings
Condition；
By 10 link model case 1 of the second water flowing valve and artesian pressure regulating system, (the second water flowing valve 10 keeps closing
Close), the signal transmssion line of Miniature water pressure transmitter 11 is connected to multi-Channels Data Acquisition, opens third water flowing valve
12-4 injects air free water to plexiglass cylinder 12-1, until liquid level is flushed with experiment soil body top surface, closes third water flowing valve 12-
4；The flow parameter that first flowmeter 2-7 is set according to the phreatic table dynamic rule of design, to pass through first flow
Counting 2-7, accurately the variation of height of water level is simulated with the dynamic change of phreatic table in implementation model case 1 in regulating tank 1；According to
The artesian pressure dynamic rule of design sets the flow parameter of second flowmeter 13, to pass through second flowmeter 13
The variation of water-column in plexiglass cylinder device 12 is accurately adjusted with the dynamic change mould of artesian water in implementation model case 1
It is quasi-.
Digital camera is placed in immediately ahead of model casing (cannot move during the test), camera parameter is adjusted, if
The automatic shooting time interval for setting digital camera is 20s；If laboratory insufficient light, can be added in digital camera both sides
Led light sources；Miniature pore water pressure sensor, miniature soil pressure cell under original state are tested using data collecting instrument acquisition and recording
With the reading of displacement sensor, the experiment soil body photo under experiment original state is shot using digital camera；
After waiting for that above-mentioned experiment preparation is completed, it is logical to open the first water flowing valve 2-6, the second water flowing valve 10 and third
Penstock 12-4, and excavate and support in entire soil mass of foundation pit and kept it turned in installation process；Remove the first segment plane of symmetry
Earth-retaining unit slowly excavates the soil body in 5 left side of retaining wall by the method for unloading soil to the excavation of foundation pit plane of symmetry；It is excavated to first
When below supported design position, first of support is installed, by supporting the internal thread of 8 one end to be fixed with the support on retaining wall 5
Bolt 8-7 connections are allowed to hold out against reaction frame 1-5, complete the installation of support 8 by adjusting the length of support 8.Complete first
Continue to excavate the soil body after support installation, installed and supported using identical method, until excavation of foundation pit is completed.
During entire excavation of foundation pit is tested, the corresponding dynamic of each operating mode of excavation of foundation pit is applied by water tank 2 and is become
The phreatic table of change applies the artesian water of the corresponding dynamic change of each operating mode of excavation of foundation pit by artesian pressure regulating system
Pressure；By data collecting instrument continuous acquisition record experiment during miniature pore water pressure sensor, miniature soil pressure cell and
The reading of displacement sensor tests the photo of soil deformation by triggering the entire experiment of digital camera shooting in the process.
By analyzing the reading of the miniature pore water pressure sensor and miniature soil pressure cell of data collecting instrument acquisition and recording,
Obtain Water And Earth Pressures response pattern caused by phreatic table and artesian pressure dynamic change in the entire digging process of foundation pit；By dividing
The reading of the displacement sensor of data collecting instrument record is analysed, and PIV images point are carried out to the photo captured by digital camera
Analysis, obtains the displacement field of the soil body, to learn deformation rule of the soil mass of foundation pit with phreatic table and artesian pressure dynamic change.
Above-described embodiment is a preferred embodiment of the present invention, be to the content of 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 invention content
It all belongs to the scope of the present invention.
Claims (10)
1. the excavation of foundation pit model test apparatus under a kind of complexity groundwater environment, which is characterized in that including model casing (1), water
Case (2), several plane of symmetry earth-retaining units (3), foundation pit supporting construction, pressure-bearing Stilt layer (9), artesian pressure regulating system and amount
Seven parts of examining system；The model casing (1) by model cabinet frame (1-1), tempered glass (1-2), model casing bottom plate (1-3),
Top frame (1-4), reaction plate (1-5) and model casing pedestal (1-6) composition；The bottom fixed model of the model cabinet frame (1-1)
Tempered glass (1-2) is fixed in bottom plate (1-3), former and later two sides；The model cabinet frame (1-1) and reaction plate (1-5) are equal
It is fixed on model casing pedestal (1-6), top is connected by top frame (1-4)；The bottom right side installation connection of the model casing (1)
Second water flowing valve (10) of pressure-bearing Stilt layer (9) is used for link model case (1) and artesian pressure 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), the first water flowing valve (2-6) and first flowmeter (2-7) composition, pass through tank bracket (2-
3) it is erected at the upper right side in model casing (1), for controlling and observing the SEA LEVEL VARIATION in the soil body；The aluminium sheet with limbers
(2-1) surface mount anti-filter geotextile prevents the loss of the experiment soil body during SEA LEVEL VARIATION；The graduated scale (2-5) is viscous
It is attached on tempered glass (1-2), can be used for directly observing and recording SEA LEVEL VARIATION situation；The first water flowing valve (2-6) sets
It sets on the right side of model casing (1) to joining water box (2) and first flowmeter (2-7)；
The plane of symmetry earth-retaining unit (3) is U-shaped stainless steel strip, is fixed in model cabinet frame (1-1) by bolt (4)；Institute
It states and is connected by H-type watertight rubber item between U-shaped stainless steel strip, U-shaped stainless steel strip is stopped with model cabinet frame (1-1) by S types
Water rubber strip connects；
The foundation pit supporting construction includes retaining wall (5), earth-retaining wall bracket (6) and several support units (8)；The retaining wall
(5) top is fixed by the bracket bolt (7) fixed retaining wall holder (6), and middle part is provided with threaded hole, is threadedly coupled by threaded hole
Support fixing bolt (8-7) needed for support unit (8), the fixed watertight rubber item (5-1) of both sides fluting are installed；The sealing rubber
Adhesive tape (5-1) ensures that leak does not occur with model casing (1) contact surface in retaining wall (5) moving process；The support unit (8)
There is inner thread mouth, inner thread mouth to be threadedly coupled with support fixing bolt (8-7) for one end, realize 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 formed；Stainless steel short column (9-2) is fixed in described bottom stainless steel plate (9-1) 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 pressure regulating system is by Miniature water pressure transmitter (11), plexiglass cylinder device (12) and second
Gauge (13) forms；The plexiglass cylinder device (12) by plexiglass cylinder (12-1), organic glass pedestal (12-2),
Graduation mark (12-3) and third water flowing valve (12-4) composition；The plexiglass cylinder (12-1) is fixed on organic glass pedestal
On (12-2), graduation mark (12-3) is arranged in sidewalls vertical, and third water flowing valve (12-4) is arranged in bottom；The miniature water pressure becomes
Send device (11) by three-way pipe link model case (1) and plexiglass cylinder device (12), Miniature water pressure transmitter (11) can
The dynamic change situation of continuous record artesian water；The plexiglass cylinder (12-1) passes through third water flowing valve (12-4) and the
Two flowmeters (13) are connected to, and the change of plexiglass cylinder (12-1) interior water-column is accurately adjusted by second flowmeter (13)
Change the dynamic change to implementation model case (1) interior artesian water；
The measurement system includes that miniature pore water pressure sensor, miniature soil pressure cell, displacement sensor, multi-channel data are adopted
Collect instrument and digital camera；The miniature pore water pressure sensor, miniature soil pressure cell, displacement sensor pass through signal transmission
Line connecting multi-channel data collecting instrument；The digital camera is positioned over immediately ahead of model casing.
2. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, feature exist
In the support unit (8) includes solid aluminium bar (8-1), telescopic rod (8-2) and support connection bolt (8-3)；The solid aluminum
Several grooves are provided on bar (8-1), one end has inner thread mouth；The telescopic rod (8-2) is hollow aluminum pipe, telescopic rod (8-2)
On be provided with several threaded holes；The support connection bolt (8-3) passes through the threaded hole on telescopic rod (8-2) to resist solid aluminium bar
The groove of (8-1).
3. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, feature exist
In the support unit (8) includes first support bar (8-4), second support bar (8-5) and sleeve (8-6)；First support
One end of bar (8-4) has external screw thread；There is inner thread mouth, the other end to have outer spiral shell for one end of the second support bar (8-5)
Line；There is the sleeve (8-6) internal thread channel, threaded one end to connect first support bar (8-4), and the other end is threadedly coupled second
Supporting rod (8-5).
4. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, feature exist
In the digital camera answers exclusive PCR, position that can not move during the test；It can need to add according to shooting
Light source.
5. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, feature exist
In the model cabinet frame (1-1) is welded by the stainless steel steel bar and stainless-steel sheet of 10mm thickness；The tempered glass
(1-2) is mounted on by building glue on the inside of model cabinet frame (1-1)；The model casing bottom plate (1-3) and reaction plate (1-4) are
The stainless-steel sheet of 10mm thickness；The top frame (1-5) is welded by the stainless steel steel bar of 20mm thickness；The model box main body and
Reaction plate (1-4) is fixed on model casing pedestal (1-6) by surrounding spot welding；The retaining wall (5) is aluminium sheet, and thickness is by testing
The retaining wall Rigidity Calculation of simulation obtains；The earth-retaining wall bracket (6) is the strip aluminium sheet of 20mm thickness；The retaining wall (5) exists
It is vertical with tempered glass (1-2) holding always in moving process；The first water flowing valve (2-6), the second water flowing valve (10),
Third water flowing valve (12-4) is copper core valve.
6. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, feature exist
In the diameter of the solid aluminium bar (8-1), the wall thickness of telescopic rod (8-2), the diameter of first support bar (8-4), second support bar
The wall thickness of the diameter and sleeve (8-6) of (8-5) is obtained 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, feature exist
In, the miniature pore water pressure sensor, the letter of miniature soil pressure cell, displacement sensor and Miniature water pressure transmitter (11)
Number transmission line is connected to same signal sampler, ensures the synchronous acquisition of all signals during the test.
8. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, feature exist
In the liquid in the water tank (2) and plexiglass cylinder (12-1) is air free water (15).
9. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 1, feature exist
In the bottom experiment soil body in model casing (1) is gravelly sand (14-1)；It is the weak water penetration soil body that overlying, which tests the soil body,.
10. the excavation of foundation pit model test apparatus under a kind of complicated groundwater environment according to claim 9, feature exist
In the weak water penetration soil body is clay silt (14-2)；The gravelly sand (14-1) and the weak water penetration soil body use air free water
Saturation.
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