CN205712215U - The excavation of foundation pit model test apparatus of simulation artesian head lifting - Google Patents
The excavation of foundation pit model test apparatus of simulation artesian head lifting Download PDFInfo
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- CN205712215U CN205712215U CN201620271691.3U CN201620271691U CN205712215U CN 205712215 U CN205712215 U CN 205712215U CN 201620271691 U CN201620271691 U CN 201620271691U CN 205712215 U CN205712215 U CN 205712215U
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Abstract
The utility model discloses a kind of excavation of foundation pit model test apparatus simulating artesian head lifting.Including model casing, pressure-bearing Stilt layer, plane of symmetry gear soil unit, foundation pit supporting construction, artesian head regulation system and measurement system；Model casing is made up of model casing framework, safety glass, model casing base plate, reaction plate, top frame and model casing base；Arranging pressure-bearing Stilt layer bottom model casing, pressure-bearing Stilt layer is connected with artesian head regulation system；Plane of symmetry gear soil unit is bolted on model casing framework；Artesian head regulation system is made up of hydraulic pressure gauge, mariotte flask and support.This utility model can artesian head lifting in Simulation of Excavation Process；Measure Water And Earth Pressures and the deformation of foundation ditch under different artesian head, arrange correlation test data and determine the problem such as foundation ditch stress and development of deformation rule, the foundation ditch Study on Problems caused for artesian head lifting provides effective test data support, and provides foundation for theoretical analysis model afterwards.
Description
Technical field
This utility model relates to a kind of excavation models assay device, particularly relate to the excavation of foundation pit model test apparatus under artesian head jacking conditions, can be used for the interaction between bearing course and overlying weak water penetration soil mass of foundation pit during simulation artesian head lifting, under the different artesian head of research, the Water And Earth Pressures of foundation ditch responds and problem on deformation.
Background technology
In strand, riparian area rich groundwater, engineering often faces below aquiclude at the bottom of Deep Foundation Pit and remains the situation at bearing course, owing to the artesian head causing bearing course is lifted by the seasonal variety etc. of seasonal drought, river or Lake Water bit line, thus affecting foundation ditch Water And Earth Pressures, deformation and stability further, foundation pit deformation that artesian water effect causes and destabilization problems are one of material risk sources of such area deep-foundation pit engineering.
Using set soil constitutive model compared to the research of economics analysis method and finite element numerical method, soil mass water soil pressure and deformation size that the change of calculated artesian head causes choose, to calculating parameter, the dependency having the most greatly；In Practical Project, the more difficult Water And Earth Pressures carried out (being positioned at excavation of foundation pit region) at the bottom of Foundation Pit is monitored in real time, carries out the most similar engineering monitoring data statistic analysis and also is difficult to realize with the method obtaining the deformation rule cheating end aquiclude that artesian head change causes；In view of geotechnical model test under Chang Chongli, do not affect Soil Microstructure, soil particle size and soil particle interphase interaction relation are consistent with practical situation, the interaction between artesian water and hole end aquiclude soil particle can be objectively responded, be widely used in considering the microexamination of resistance to shear of soil strain stress relation.
At present, the relevant geotechnical model test research of traditional artesian water effect, do not consider that in water, gas enters the unsaturated soil problem that the test soil body may cause；Consider the excavation models test of constant phreatic table effect, have research (Peng Shuquan. sand barricade failure mechanism grand thin see research [D]. Tongji University, 2007.) thin film is used to connect retaining wall and model casing by the method smearing epoxy resin after corona, the method can obtain excess pore water pressure, soil pressure and foundation pit deformation data in the test soil body, but film corona technique is complex, when lateral diaphragm wall displacement is bigger, thin film may occur tear or owing to soil particle friction causes breakage in moving process, it is impossible to smoothly completes test or carries out repeating test.Consider the excavation models test of WATER LEVEL CHANGES impact, have research (Sun Wei. the test of coastal region deep basal pit character and theoretical research [D]. Zhejiang University, 2015.) method using fixed retaining wall, the method can only obtain the situation of change of excess pore water pressure in the soil body, soil pressure change accurately and foundation pit deformation data cannot be obtained, still suffer from larger difference with actual base pit engineering response condition under artesian head lift action.
In excavation models is tested, great majority research completes the foundation ditch stress under operating mode for every one-level excavation and propping and deformation launches, and does not considers stress and the deformation of foundation ditch foundation ditch during excavation or propping.nullIn the model test considering Excavation Process，Research is had to use earth bag (the Azevedo RF.Centrifuge and Analytical Modelling of Excavation in Sand.PhD thesis of the weight such as unloading equal-volume,University of Colorado,Boulder,CO,USA,1983.) or discharge generation soil liquid (Bolton MD and Powrie W.The collapse of diaphragm walls retaining clay.G é otechnique,1987,37 (3): 335-353.) the method simulation soil excavation unloading such as，This type of method can not the change of stress field in the soil body that causes of accurate simulation excavation of foundation pit，The foundation ditch stress and the deformation that cause with actual excavation of foundation pit still suffer from certain difference.The model test employing pre-plugged of a large amount of simulating excavation installs the method for the retaining wall of support, the directly excavation pit soil body, need not carry out again propping operation, the method is relatively simple, but preset all inner supports all will in whole digging process stress, obviously the most inconsistent with the foundation ditch stressing conditions of Practical Project, also cannot the stress of foundation ditch and deformation in the case of non-propping in accurate simulation Excavation Process.Having research to use hydraulic jack to apply, to retaining wall support, the installation that the method simulation of power supports at present, the method uses hydraulic means more complicated, the method inapplicable when excavation of foundation pit width is bigger.Additionally the excavation plane of symmetry of most excavation of foundation pit models is vertical fixing baffle plate, realizes excavation of foundation pit by grabbing downwards soil or soil digging, and the method can not excavate soil layer, the soil body that meeting disturbance is not excavated by clear definition；The method is loaded down with trivial details, is difficult to operate, and when particularly the size of excavation of foundation pit model is more compared with big or needs excavation the soil body, the workload of test operation is the biggest.Therefore, how to realize soil excavation and support exactly and the Important Problems being to need in excavation of foundation pit model test to solve is installed.
Summary of the invention
In order to overcome above-mentioned the deficiencies in the prior art, this utility model provides the excavation of foundation pit model test apparatus of simulation artesian head lifting, solve the problem of modelling of artesian head lifting in test, the interaction between bearing course and overlying weak water penetration soil mass of foundation pit when artesian head lifts can be simulated, measure Water And Earth Pressures and the deformation of foundation ditch under different artesian head, arrange correlation test data and determine that artesian head liter falls the problems such as stress and the development of deformation rule of foundation ditch, the foundation ditch Study on Problems caused for artesian head lifting provides effective test data support, and provide foundation for theoretical analysis model afterwards.
This utility model solves its technical problem and be the technical scheme is that a kind of excavation of foundation pit model test apparatus simulating artesian head lifting, including model casing, pressure-bearing Stilt layer, some planes of symmetry gear soil unit, foundation pit supporting construction, artesian head regulation system and six parts of measurement system；Described model casing is made up of model casing framework, safety glass, model casing base plate, top frame, reaction plate and model casing base；The bottom fixed model box plate of described model casing framework, safety glass is fixed in former and later two sides；Described model casing framework and reaction plate are each attached on model casing base, and top is connected by top frame；The bottom right side of described model casing installs the valve of connection pressure-bearing Stilt layer, regulates system for connection mode molding box and artesian head；
Described pressure-bearing Stilt layer is made up of the corrosion resistant plate of band limbers, rustless steel short column and anti-filter geotextile；Fix rustless steel short column bottom the corrosion resistant plate of described band limbers, on the model casing base plate being positioned in model casing, and be tightly connected with model casing framework, safety glass；The corrosion resistant plate surface mount anti-filter geotextile of described band limbers, prevents from testing in artesian head change procedure the loss of the soil body；
Described plane of symmetry gear soil unit is U-shaped stainless steel strip, is bolted on model casing framework；Being connected by H type watertight rubber bar between described U-shaped stainless steel strip, U-shaped stainless steel strip is connected by S type watertight rubber bar with model casing framework；
Described foundation pit supporting construction includes retaining wall, retaining wall support and some support units；Bracket fixing bolt fixed retaining wall support is passed through on described retaining wall top, and middle part has screwed hole, fixes bolt, the fixing watertight rubber bar of both sides fluting by the support needed for screwed hole threaded installation support unit；Described watertight rubber bar ensures not leak with model casing contact surface in retaining wall moving process；One end of described support unit has inner thread mouth, and inner thread mouth is connected with supporting fixing bolt thread, it is achieved the installation of support unit；
Described artesian head regulation system is made up of hydraulic pressure gauge, mariotte flask and support；Described hydraulic pressure gauge passes through tee T connection mode molding box and mariotte flask；Fixed pulley is installed on the top of described support, and steel wire rope one end connects hand-operated device, and the other end is walked around fixed pulley and connected mariotte flask, is controlled the size of the lift adjustment artesian head of mariotte flask by hand-operated device；Described mariotte flask is made up of plexiglass cylinder, air intake valve, water flowing valve, the gentle capsule of valve of giving vent to anger；Arranging air intake valve and water flowing valve bottom described plexiglass cylinder, top arranges valve of giving vent to anger；Described air intake valve is connected with air bag；
Described measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multi-Channels Data Acquisition and digital camera；Described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal transmssion line connecting multi-channel data collecting instrument；Described digital camera is positioned over model casing dead ahead.
Further, described support unit includes solid aluminum bar, expansion link and support connecting bolt；Having some grooves on described solid aluminum bar, one end has inner thread mouth；Described expansion link is hollow aluminum pipe, and expansion link has some screwed holes；Described support connecting bolt props up the groove of solid aluminum bar through the screwed hole on expansion link.
Further, described support unit includes the first support bar, the second support bar and sleeve；One end of described first support bar has external screw thread；One end of described second support bar has inner thread mouth, and the other end has external screw thread；Described sleeve has female thread passage, and threaded one end connects the first support bar, threaded second support bar of the other end.
Further, described digital camera answers exclusive PCR in process of the test, and its position can not be moved；Can need to set up light source according to shooting.
Further, described model casing framework is welded by rustless steel steel bar thick for 10mm and stainless-steel sheet；Described safety glass is arranged on inside model casing framework by building glue；Described model casing base plate and reaction plate are the stainless-steel sheet that 10mm is thick；Described top frame is welded by the rustless steel steel bar that 20mm is thick；Described model casing main body and reaction plate are fixed on model casing base by surrounding spot welding；Described retaining wall is aluminium sheet, and its thickness is obtained by the retaining wall Rigidity Calculation of test simulation；Described retaining wall support is the strip aluminium sheet that 20mm is thick；Described retaining wall keeps vertical with safety glass in moving process all the time；Described valve, air intake valve, water flowing valve, valve of giving vent to anger are copper core valve.
Further, the wall thickness of the diameter of described solid aluminum bar, the wall thickness of expansion link, the diameter of the first support bar, the diameter of the second support bar and sleeve is obtained by the Rigidity Calculation of the inner support of test simulation.
Further, described air bag is built with the nitrogen of 1atm.
Further, the bottom test soil body in model casing is gravelly sand, to simulate pressure-bearing soil layer；The overlying test soil body is the weak water penetration soil body, uses air free water saturated.
Further, the described weak water penetration soil body is clay silt.
Further, described plexiglass cylinder is built with air free water.
Further, described hand-operated device has auto-lock function.
Compared with prior art, the beneficial effects of the utility model are:
1, this utility model uses the air free water saturation testing soil body before the test, process of the test provides depletion of QI artesian water environment, the hole testing the soil body is made to be full of air free water, operate as above 2 benefits: one is to avoid underwater bubble to enter weak water penetration soil layer to cause the unsaturation problem (compared with saturated soil, the mechanical characteristic of unsaturated soil exists larger difference and uncertainty) of the soil body；Two is to avoid underwater bubble to disturb miniature pore water pressure sensor to affect its certainty of measurement.
2, the test soil body in the pressure-bearing Stilt layer in this utility model on the one hand can realize from bottom to top abundant saturated model case, is conducive to gas purging in the test soil body；On the other hand connection artesian head regulation system is to provide pressure-bearing gravel layer different artesian head, close with the mode of occurence of natural artesian water；Pressure-bearing gravel layer water penetration weak with overlying soil layer directly contacts interaction between bearing course and overlying weak water penetration soil layer in objective simulation artesian head lifting process, is conducive to disclosing the response of soil mass of foundation pit Water And Earth Pressures and the soil mass of foundation pit deformation rule that artesian head lifting causes further；Often research experiment under gravity condition, does not affect the microstructure of soil mass of foundation pit so that soil particle size and soil particle interphase interaction relation are consistent with practical situation, are conducive to carrying out the microexamination relating to soil particle interphase interaction.
3, this utility model uses dismountable plane of symmetry gear soil unit, the soil body that interim gear passive zone of pit does not excavates, plane of symmetry gear soil unit can be removed in advance before excavating every layer soil body, excavation of foundation pit is carried out by the method unloading soil to the excavation of foundation pit plane of symmetry, compare the method that soil digging downward with tradition is fetched earth, this utility model can specify each layer of excavation soil layer not to be affected and not to excavate, easy to operate, greatly reduces excavation of foundation pit and unloads the workload of soil.
4, this utility model can simultaneously simulating excavation and propping operation, obtain excavation of foundation pit and support the change of foundation ditch stress field caused in installation process, compare and only consider that the particular state that excavation of foundation pit completes to a certain degree of depth or propping conducts a research with traditional excavation models test, reflect excavation of foundation pit more comprehensively, exactly and support foundation ditch stress and the response condition of foundation pit deformation in installation process；The soil body that foundation ditch will not excavated in inner support installation process by this utility model has disturbing influence；It is threadably secured between inner support with retaining wall and is connected, than traditional excavation models test, inner support frame is located on retaining wall or lies directly against the method that retaining wall realizes propping, more can reflect propping situation when actual base pit engineering excavates objectively；Realize the simulation of internal support of foundation pit rigidity by controlling the wall thickness of solid aluminum shank diameter, expansion link wall thickness, the first support bar diameter, the second support bar diameter and sleeve, more objectively reflect the inner support Effects on Engineering to excavation of foundation pit；The quantity of inner support element according to the demand of geotechnical model test, can be adjusted, and the inner support on retaining wall fixes position and the quantity of bolt, the excavation situation of the different foundation ditch of simulation.
5, this utility model uses retractable supports element, the excavation of foundation pit test of different in width can be simulated, compare and use the support of regular length or retractable supports to be only used for realizing supporting the experimental considerations installed with traditional excavation of foundation pit model test, same set of assay device can be used to carry out the excavation of foundation pit test of many group different in width, decreasing the repacking to assay device, saved experimentation cost and modelling time, operation principle is simple, easy to operate, there is the biggest practicality.
6, this utility model uses the mariotte flask improved, by the air pressure inside and outside the nitrogen balance mariotte flask in air bag, nitrogen is utilized to be insoluble in the characteristic of water, depletion of QI artesian water environment is built, the soil body unsaturated soil problem that when being prevented effectively from the mariotte flask water supply of routine, bubble soluble in water causes for the test soil body；The auto-lock function utilizing hand-operated device is fixed the height of mariotte flask and is ensured the artesian head pressure that offer is stable；Hydraulic pressure gauge connection mode molding box regulates system with artesian head, can accurately read the size of the artesian head pressure of applying.
Accompanying drawing explanation
Fig. 1 is the excavation of foundation pit model test apparatus side view of the simulation artesian head lifting using the first kind to support.
Fig. 2 is the excavation of foundation pit model test apparatus side view of the simulation artesian head lifting using Equations of The Second Kind to support.
Fig. 3 is the model casing top view using the first kind to support.
Fig. 4 is the model casing top view using Equations of The Second Kind to support.
Fig. 5 is excavation of foundation pit plane of symmetry schematic diagram.
Fig. 6 is the plane graph of pressure-bearing Stilt layer structure.
Fig. 7 is the side view of pressure-bearing Stilt layer structure.
Fig. 8 is retaining wall schematic diagram.
Fig. 9 is the foundation pit supporting construction schematic diagram that the first kind supports.
Figure 10 is the foundation pit supporting construction schematic diagram that Equations of The Second Kind supports.
In figure: model casing 1；Model casing framework 1-1；Safety glass 1-2；Model casing base plate 1-3；Top frame 1-4；Reaction plate 1-5；Model casing base 1-6；Pressure-bearing Stilt layer 2；Corrosion resistant plate 2-1 with limbers；Rustless steel short column 2-2；Anti-filter geotextile 2-3；Plane of symmetry gear soil unit 3；The bolt 4 of fixed symmetrical face gear soil unit；Retaining wall 5；Watertight rubber bar 5-1；Retaining wall support 6；Bracket fixing bolt 7；Support unit 8；Solid aluminum bar 8-1；Hollow aluminum bar 8-2；Support connecting bolt 8-3；First support bar 8-4；Second support bar 8-5；Sleeve 8-6；Support fixing bolt 8-7；Valve 9；Gravelly sand 10-1；Clay silt 10-2；Hydraulic pressure gauge 11；Mariotte flask 12；Plexiglass cylinder 12-1；Air intake valve 12-2；Water flowing valve 12-3；Give vent to anger valve 12-4；Air bag 12-5；Support 13；Fixed pulley 13-1；Steel wire rope 13-2；Hand-operated device 13-3；Air free water 14.
Detailed description of the invention
With embodiment, this utility model is further illustrated below in conjunction with the accompanying drawings.
As shown in Figure 1, Figure 2, Figure 3, Figure 4, the excavation of foundation pit model test apparatus of this utility model simulation artesian head lifting, including model casing 1, pressure-bearing Stilt layer 2, some planes of symmetry gear soil unit 3, foundation pit supporting construction, artesian head regulation system and six parts of measurement system.
Described model casing 1 is made up of model casing framework 1-1, safety glass 1-2, model casing base plate 1-3, top frame 1-4, reaction plate 1-5 and model casing base 1-6；The bottom fixed model box plate 1-3 of described model casing framework 1-1, safety glass 1-2 is fixed in former and later two sides；Described model casing framework 1-1 and reaction plate 1-5 is fixed on the model casing base 1-6 that I-steel is welded by surrounding spot welding, and top is connected by surrounding spot welding by stainless steel top frame 1-4；Described model casing framework 1-1 is welded by rustless steel steel bar thick for 10mm and stainless-steel sheet；Described safety glass 1-2 is arranged on inside model casing framework 1-1 by building glue；Described model casing base plate 1-3 and reaction plate 1-5 is the stainless-steel sheet that 10mm is thick；Described top frame 1-4 is welded by the rustless steel steel bar that 20mm is thick；
Described pressure-bearing Stilt layer 2 is made up of the corrosion resistant plate 2-1 of band limbers, rustless steel short column 2-2 and anti-filter geotextile 2-3；Fix rustless steel short column 2-2 bottom the corrosion resistant plate 2-1 of described band limbers, on the model casing base plate 1-3 being positioned in model casing 1, and be tightly connected with model casing framework 1-1, safety glass 1-2；The corrosion resistant plate 2-1 surface mount anti-filter geotextile 2-3 of described band limbers, prevents from testing in artesian head change procedure the loss of the soil body；
Described plane of symmetry gear soil unit 3 is U-shaped stainless steel strip, is fixed on model casing framework 1-1 by bolt 4；Being connected by H type watertight rubber bar between described U-shaped stainless steel strip, U-shaped stainless steel strip is connected by S type watertight rubber bar with model casing framework 1-1；
Described foundation pit supporting construction includes retaining wall 5, retaining wall support 6 and some support units 8；Described retaining wall 3 keeps vertical with safety glass 1-2 in moving process all the time；One end of described support unit 8 has inner thread mouth, and inner thread mouth is threadeded with supporting fixing bolt 8-7, it is achieved the installation of support unit 8；
The bottom right side of described model casing 1 installs the valve 9 of connection pressure-bearing Stilt layer 2, regulates system for connection mode molding box 1 and artesian head；The bottom test soil body in model casing 1 is gravelly sand 10-1, to simulate pressure-bearing soil layer；The overlying test soil body is the weak water penetration soil body, can use clay silt 10-2, uses air free water saturated；
Described artesian head regulation system is made up of hydraulic pressure gauge 11, mariotte flask 12 and support 13；Described hydraulic pressure gauge 11 is by tee T connection mode molding box 1 and mariotte flask 12；The top of described support 13 is installed fixed pulley 13-1, steel wire rope 13-2 one end and is connected hand-operated device 13-3, and the other end is walked around fixed pulley 13-1 and connected mariotte flask 12, is controlled the size of the lift adjustment artesian head of mariotte flask 12 by hand-operated device 13-3；Described mariotte flask 12 is made up of plexiglass cylinder 12-1, air intake valve 12-2, water flowing valve 12-3, the valve 12-4 and air bag 12-5 that gives vent to anger；Arranging air intake valve 12-2 and water flowing valve 12-3 bottom described plexiglass cylinder 12-1, top arranges the valve 12-4 that gives vent to anger；Described air intake valve 12-2 is connected with air bag 12-5；Described air bag 12-5 is built with the nitrogen of 1atm；Described valve 9, air intake valve 12-2, water flowing valve 12-3, the valve 12-4 that gives vent to anger are copper core valve；
Described measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multi-Channels Data Acquisition and digital camera；Described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal transmssion line connecting multi-channel data collecting instrument；Described digital camera is positioned over model casing dead ahead, can need to set up light source according to shooting；Described digital camera answers exclusive PCR in process of the test, and its position can not be moved；
As it is shown in figure 5, the thickness of described plane of symmetry gear soil unit 3 is 10mm, the spoil layer thickness that its width can be simulated as required is adjusted；The size of the bolt 4 of described fixed symmetrical face gear soil unit 3 is M8, is fixedly welded on model casing framework 1-1.
As shown in Figure 6, Figure 7, the corrosion resistant plate 2-1 of described band limbers makes the air free water in pressure-bearing Stilt layer 2 and gravelly sand 10-1 bearing course hydraulic communication, it is provided that the artesian head pressure of gravelly sand 10-1 bearing course；The arrangement of the thickness of corrosion resistant plate 2-1 of described band limbers, the arrangement of limbers and rustless steel short column 2-2 should meet Force Calculation requirement so that pressure-bearing Stilt layer 2 be enough to bear the weight of the test soil body.
As shown in Figure 8, described retaining wall 5 is aluminium sheet, and its thickness is obtained by the retaining wall Rigidity Calculation of test simulation；Described retaining wall support 6 is the strip aluminium sheet that 20mm is thick；Bracket fixing bolt 7 fixed retaining wall support 6 is passed through on described retaining wall 5 top, and middle part has screwed hole, fixes bolt 8-7, the fixing watertight rubber bar 5-1 of both sides fluting by the support needed for screwed hole threaded installation support unit 8；Described watertight rubber bar 5-1 ensures not leak with model casing 1 contact surface in retaining wall 5 moving process；Described bracket fixing bolt 7 and the size supporting fixing bolt 8-7 are M8.
As shown in Figure 9, Figure 10, described support is fixed bolt 8-7 and is passed through the screwed hole on retaining wall 5, tightens and is fixed on retaining wall 5.Described support unit 8 can use following two form:
One, described support unit 8 includes solid aluminum bar 8-1, expansion link 8-2 and supports connecting bolt 8-3；Having some grooves on described solid aluminum bar 8-1, one end has inner thread mouth；Described expansion link 8-2 is hollow aluminum pipe, and expansion link 8-2 has some screwed holes；Described support connecting bolt 8-3 props up the groove of solid aluminum bar 8-1 through the screwed hole on expansion link 8-2 so that solid aluminum bar 8-1 and expansion link 8-2 compact siro spinning technology, does not slides in process of the test.The diameter of described solid aluminum bar 8-1 and the thickness of hollow aluminum bar 8-2 are calculated by the support stiffness of test simulation；The size of described support connecting bolt 8-3 may select M6.
Two, described support unit 8 includes the first support bar 8-4, the second support bar 8-5 and sleeve 8-6；One end of described first support bar 8-4 has external screw thread；One end of described second support bar 8-5 has inner thread mouth, and the other end has external screw thread；Described sleeve 8-6 has female thread passage, and threaded one end connects the first support bar 8-4, the threaded second support bar 8-5 of the other end.The wall thickness of the diameter of described first support bar 8-4, the diameter of the second support bar 8-5 and sleeve 8-6 is obtained by the Rigidity Calculation of the inner support of test simulation.
Work process of the present utility model is as follows: first retaining wall 5 and retaining wall support 6 are assembled by bracket fixing bolt 7；Then installing soil pressure cell on retaining wall 5, both sides notch embeds watertight rubber bar 5-1, and smears epoxy resin in the gap of notch and watertight rubber bar 5-1；The retaining wall 5 assembled is erected in model casing 1 by retaining wall support 6, it is ensured that retaining wall 5 is vertical with the safety glass 1-2 of model casing 1 both sides；Plane of symmetry gear soil unit 3 is installed at the plane of symmetry of excavation of foundation pit model, is fixed on model casing framework 1-1 by the bolt 4 of fixed symmetrical face gear soil unit；In model casing 1, layering filling gravelly sand 10-1 compacting, fills to specified altitude assignment；Layering filling clay silt 10-2 compacting, until having banketed, is led to air free water saturation testing soil body gravelly sand 10-1 and clay silt 10-2 with the speed of 50L/ days to model casing 1 by water flowing valve 9, treats that the soil body closes water flowing valve 9 after fully saturated；Pore water pressure sensor, the backfill boring soil body are buried in boring underground；Soil body surface installation position displacement sensor inside and outside retaining wall 5 and foundation ditch, monitors displacement and the soil mass of foundation pit deformation of retaining wall 5 respectively；
Opening water flowing valve 12-3 and the valve 12-4 that gives vent to anger, inject air free water 14 by water flowing valve 12-3 in the plexiglass cylinder 12-1 of mariotte flask 12, by giving vent to anger, valve 12-4 discharges the gas in plexiglass cylinder 12-1；Fill air free water in treating plexiglass cylinder 12-1, close water flowing valve 12-3 and the valve 12-4 that gives vent to anger；The air bag 12-5 equipped with 1atm nitrogen is connected by air intake valve 12-2；Then by water flowing valve 9 connection mode molding box 1 and artesian head regulation system.
Digital camera being placed in model casing dead ahead (cannot move in process of the test), regulates camera parameter, the automatic shooting time interval arranging digital camera is 20s；If laboratory insufficient light, Led light source can be set up in digital camera both sides；Utilize miniature pore water pressure sensor, miniature soil pressure cell and the reading of displacement transducer under data collecting instrument acquisition and recording test original state, utilize the test soil body photo under digital camera shooting test original state；Open water flowing valve 9, water flowing valve 12-3 and air intake valve 12-2, and be held open state in whole soil mass of foundation pit excavation and support installation process；By the height of hand-operated device 13-3 regulation mariotte flask 12, utilize the auto-lock function of hand-operated device 13-3 to fix the height of mariotte flask 12, hydraulic pressure gauge 11 read artesian head size.
After treating that above-mentioned test preparation completes, remove first segment plane of symmetry gear soil unit, slowly excavate the soil body on the left of retaining wall 5 by the method unloading soil to the excavation of foundation pit plane of symmetry；When being excavated to below first supported design position, first is installed and supports, fix bolt 8-7 with the support on retaining wall 5 is connected by supporting the female thread of 8 one end, be allowed to hold out against reaction frame 1-5 by the length of adjustment support 8, complete to support the installation of 8.Complete to continue the excavation soil body after first supports installation, use identical method to install and support, until excavation of foundation pit completes.In whole excavation of foundation pit process of the test, apply, by artesian head regulation system, the artesian head that each operating mode of excavation of foundation pit is corresponding；By miniature pore water pressure sensor, miniature soil pressure cell and the reading of displacement transducer in data collecting instrument continuous acquisition record process of the test, by triggering the photo testing soil deformation in the digital camera whole process of the test of shooting.
By miniature pore water pressure sensor and the reading of miniature soil pressure cell of analytical data Acquisition Instrument acquisition and recording, show that in the whole digging process of foundation ditch, artesian head lifts the Water And Earth Pressures response pattern caused；By the reading of the displacement transducer of analytical data Acquisition Instrument record, and the photo captured by logarithmic code photographing unit carries out PIV graphical analysis, draws the displacement field of the soil body, thus learns the deformation rule that soil mass of foundation pit lifts with artesian head.
Claims (7)
1. the excavation of foundation pit model test apparatus simulating artesian head lifting, it is characterized in that, including model casing (1), pressure-bearing Stilt layer (2), some planes of symmetry gear soil unit (3), foundation pit supporting construction, artesian head regulation system and six parts of measurement system；Described model casing (1) is made up of model casing framework (1-1), safety glass (1-2), model casing base plate (1-3), top frame (1-4), reaction plate (1-5) and model casing base (1-6)；Bottom fixed model box plate (1-3) of described model casing framework (1-1), safety glass (1-2) is fixed in former and later two sides；Described model casing framework (1-1) and reaction plate (1-5) are each attached on model casing base (1-6), and top is connected by top frame (1-4)；The bottom right side of described model casing (1) installs connection pressure-bearing Stilt layer (2) and the valve (9) of artesian head regulation system；
Described pressure-bearing Stilt layer (2) is made up of the corrosion resistant plate (2-1) of band limbers, rustless steel short column (2-2) and anti-filter geotextile (2-3)；The fixing rustless steel short column (2-2) in corrosion resistant plate (2-1) bottom of described band limbers, it is positioned on the model casing base plate (1-3) in model casing (1), and is tightly connected with model casing framework (1-1), safety glass (1-2)；Corrosion resistant plate (2-1) surface mount anti-filter geotextile (2-3) of described band limbers；
Described plane of symmetry gear soil unit (3) is U-shaped stainless steel strip, is fixed on model casing framework (1-1) by bolt (4)；Being connected by H type watertight rubber bar between described U-shaped stainless steel strip, U-shaped stainless steel strip is connected by S type watertight rubber bar with model casing framework (1-1)；
Described foundation pit supporting construction includes retaining wall (5), retaining wall support (6) and some support units (8)；Bracket fixing bolt (7) fixed retaining wall support (6) is passed through on described retaining wall (5) top, middle part has screwed hole, bolt (8-7), the fixing watertight rubber bar (5-1) of both sides fluting is fixed by the support needed for screwed hole threaded installation support unit (8)；One end of described support unit (8) has inner thread mouth, and inner thread mouth is threadeded with supporting fixing bolt (8-7)；
Described artesian head regulation system is made up of hydraulic pressure gauge (11), mariotte flask (12) and support (13)；Described hydraulic pressure gauge (11) passes through tee T connection mode molding box (1) and mariotte flask (12)；Fixed pulley (13-1) is installed on the top of described support (13), steel wire rope (13-2) one end connects hand-operated device (13-3), and the other end is walked around fixed pulley (13-1) and connected mariotte flask (12)；Described mariotte flask (12) is made up of plexiglass cylinder (12-1), air intake valve (12-2), water flowing valve (12-3), valve of giving vent to anger (12-4) and air bag (12-5)；Described plexiglass cylinder (12-1) bottom arranges air intake valve (12-2) and water flowing valve (12-3), and top arranges valve (12-4) of giving vent to anger；Described air intake valve (12-2) is connected with air bag (12-5)；
Described measurement system includes miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer, multi-Channels Data Acquisition and digital camera；Described miniature pore water pressure sensor, miniature soil pressure cell, displacement transducer pass through signal transmssion line connecting multi-channel data collecting instrument；Described digital camera is positioned over model casing dead ahead.
A kind of excavation of foundation pit model test apparatus simulating artesian head lifting the most according to claim 1, it is characterized in that, described support unit (8) includes solid aluminum bar (8-1), expansion link (8-2) and supports connecting bolt (8-3)；Having some grooves on described solid aluminum bar (8-1), one end has inner thread mouth；Described expansion link (8-2) is hollow aluminum pipe, and expansion link (8-2) has some screwed holes；Described support connecting bolt (8-3) props up the groove of solid aluminum bar (8-1) through the screwed hole on expansion link (8-2).
A kind of excavation of foundation pit model test apparatus simulating artesian head lifting the most according to claim 1, it is characterized in that, described support unit (8) includes the first support bar (8-4), the second support bar (8-5) and sleeve (8-6)；One end of described first support bar (8-4) has external screw thread；One end of described second support bar (8-5) has inner thread mouth, and the other end has external screw thread；Described sleeve (8-6) has female thread passage, and threaded one end connects the first support bar (8-4), threaded second support bar of the other end (8-5).
A kind of excavation of foundation pit model test apparatus simulating artesian head lifting the most according to claim 1, it is characterised in that described model casing framework (1-1) is welded by rustless steel steel bar thick for 10mm and stainless-steel sheet；Described safety glass (1-2) is arranged on model casing framework (1-1) inner side by building glue；Described model casing base plate (1-3) and reaction plate (1-5) are the stainless-steel sheet that 10mm is thick；Described top frame (1-4) is welded by the rustless steel steel bar that 20mm is thick；Described model casing main body and reaction plate (1-5) are fixed on model casing base (1-6) by surrounding spot welding；Described retaining wall (5) is aluminium sheet；Described retaining wall support (6) is the strip aluminium sheet that 20mm is thick；Described retaining wall (5) keeps vertical with safety glass (1-2) in moving process all the time；Described valve (9), air intake valve (12-2), water flowing valve (12-3), valve of giving vent to anger (12-4) are copper core valve.
A kind of excavation of foundation pit model test apparatus simulating artesian head lifting the most according to claim 1, it is characterised in that described air bag (12-5) is built with the nitrogen of 1atm.
A kind of excavation of foundation pit model test apparatus simulating artesian head lifting the most according to claim 1, it is characterised in that the bottom test soil body in model casing (1) is gravelly sand (10-1)；The overlying test soil body is clay silt (10-2).
A kind of excavation of foundation pit model test apparatus simulating artesian head lifting the most according to claim 1, it is characterised in that described plexiglass cylinder (12-1) is built with air free water (14).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620271691.3U CN205712215U (en) | 2016-04-01 | 2016-04-01 | The excavation of foundation pit model test apparatus of simulation artesian head lifting |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620271691.3U CN205712215U (en) | 2016-04-01 | 2016-04-01 | The excavation of foundation pit model test apparatus of simulation artesian head lifting |
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| CN205712215U true CN205712215U (en) | 2016-11-23 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105672378A (en) * | 2016-04-01 | 2016-06-15 | 浙江大学 | Foundation pit excavation model testing device simulating lifting of artesian head |
| CN109356209A (en) * | 2018-12-12 | 2019-02-19 | 交通运输部天津水运工程科学研究所 | Rolled plate Base Pit Excavation Simulation device under a kind of Elevated Gravity |
| CN110082504A (en) * | 2019-05-08 | 2019-08-02 | 国家能源投资集团有限责任公司 | A kind of excavation simulation case apparatus, simulation experiment device and analogue experiment method |
| CN113293808A (en) * | 2021-05-24 | 2021-08-24 | 中国电建市政建设集团有限公司 | Test device and method capable of simulating foundation pit retaining wall displacement to induce wall rear soil body deformation |
-
2016
- 2016-04-01 CN CN201620271691.3U patent/CN205712215U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105672378A (en) * | 2016-04-01 | 2016-06-15 | 浙江大学 | Foundation pit excavation model testing device simulating lifting of artesian head |
| CN109356209A (en) * | 2018-12-12 | 2019-02-19 | 交通运输部天津水运工程科学研究所 | Rolled plate Base Pit Excavation Simulation device under a kind of Elevated Gravity |
| CN109356209B (en) * | 2018-12-12 | 2023-09-22 | 交通运输部天津水运工程科学研究所 | Coiled plate type foundation pit excavation simulation device under hypergravity environment |
| CN110082504A (en) * | 2019-05-08 | 2019-08-02 | 国家能源投资集团有限责任公司 | A kind of excavation simulation case apparatus, simulation experiment device and analogue experiment method |
| CN113293808A (en) * | 2021-05-24 | 2021-08-24 | 中国电建市政建设集团有限公司 | Test device and method capable of simulating foundation pit retaining wall displacement to induce wall rear soil body deformation |
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Granted publication date: 20161123 Effective date of abandoning: 20171117 |