CN106978826A - A kind of Foundation Pit bottom stability test method containing artesian water stratum - Google Patents
A kind of Foundation Pit bottom stability test method containing artesian water stratum Download PDFInfo
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- CN106978826A CN106978826A CN201710292247.9A CN201710292247A CN106978826A CN 106978826 A CN106978826 A CN 106978826A CN 201710292247 A CN201710292247 A CN 201710292247A CN 106978826 A CN106978826 A CN 106978826A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 79
- 238000000034 method Methods 0.000 title claims abstract description 33
- 238000013112 stability test Methods 0.000 title claims abstract description 18
- 239000002689 soil Substances 0.000 claims abstract description 52
- 238000012360 testing method Methods 0.000 claims abstract description 25
- 238000012544 monitoring process Methods 0.000 claims abstract description 19
- 238000011068 loading method Methods 0.000 claims abstract description 13
- 238000009434 installation Methods 0.000 claims abstract description 5
- 238000006073 displacement reaction Methods 0.000 claims description 39
- 239000010410 layer Substances 0.000 claims description 37
- 238000002474 experimental method Methods 0.000 claims description 12
- 230000006835 compression Effects 0.000 claims description 8
- 238000007906 compression Methods 0.000 claims description 8
- 238000010998 test method Methods 0.000 claims description 5
- 239000002344 surface layer Substances 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 2
- 230000006378 damage Effects 0.000 claims 1
- 239000004744 fabric Substances 0.000 claims 1
- 230000035515 penetration Effects 0.000 claims 1
- 230000003628 erosive effect Effects 0.000 abstract description 5
- 230000000694 effects Effects 0.000 abstract description 4
- 238000005259 measurement Methods 0.000 abstract description 3
- 239000004927 clay Substances 0.000 description 6
- 229910001220 stainless steel Inorganic materials 0.000 description 5
- 239000010935 stainless steel Substances 0.000 description 5
- 239000004576 sand Substances 0.000 description 4
- 239000000203 mixture Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000009533 lab test Methods 0.000 description 2
- 239000004033 plastic Substances 0.000 description 2
- 229920003023 plastic Polymers 0.000 description 2
- 239000005336 safety glass Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 239000008400 supply water Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000009658 destructive testing Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000010348 incorporation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
A kind of Foundation Pit bottom stability test method containing artesian water stratum, comprises the following steps：1) shape and size of wall interior panel, are determined；2) foundation depth and thickness, are determined；3), layering laying soil layer, buries wall interior panel；4) monitoring grid, is divided；5), installation data acquisition system；6), added water by water inlet so that water level is higher than the position of anti-filter plate；7) the maximum hydraulic pressure force value of test, is determined according to the hydraulic pressure of actual bearing course；8) air pressure-loading rank, is determined；9) air pressure, is loaded；10), data collecting system is measured and record data respectively；11) air pressure of another rank, measurement and record data, are adjusted；12), loading is stopped when cheating basal surface and starting to occur seepage erosion；13) discharge pressure and the graph of a relation of hole bottom deformation, are drawn.Effect of the present invention is good, easy to operate, short time limit, expense are low.
Description
Technical field
The present invention relates to the Foundation Pit bottom stability test method containing artesian water stratum, it is primarily adapted for use in and tests indoors
In under different bearing course hydraulic conditions to Foundation Pit bottom stability influence research, belong to engineering test technical field.
Background technology
The exploitation of the underground space is an important trend of urban development, and this be unable to do without the excavation of foundation ditch and gone along with sb. to guard him.
In excavation of foundation pit, because hole bottom top soil pressure is gradually reduced, hole bottom is easily caused in the presence of the following artesian water of bottom of foundation ditch
Protuberance, the prominent generation for the engineering accident such as gushing, and foundation ditch open that hole depth is bigger, and problem is more serious.It is stable in order to evaluate Foundation Pit bottom
Property, it is necessary to study the hole bottom displacement under the conditions of different artesian pressures, give Practical Project to provide reliable data.Due to
Substrate stability test is destructive testing, it is difficult to tested in engineering site, and with complex procedures, costly, duration
The deficiency such as long,
The content of the invention
For the complex procedures for overcoming the shortcomings of existing Foundation Pit bottom estimation of stability mode, costly, long in time limit, this hair
It is bright that a kind of good, easy to operate effect, short time limit, the low Foundation Pit bottom stability test side containing artesian water stratum of expense are provided
Method.
The technical solution adopted for the present invention to solve the technical problems is：
A kind of Foundation Pit bottom stability test method containing artesian water stratum, realizing the device of the method for testing includes
Model casing, wall interior panel, compression system and data collecting system, the wall interior panel are located in the model casing, the pressurization Cang Bao
The laying experiment soil body in the model casing, the model casing is surrounded, the bottom of the wall interior panel is located in the experiment soil body, institute
The experiment soil body surface layer stated in wall interior panel is layout data acquisition system on monitor layer, the monitor layer；
The compression system is surrounded by storehouse, air pump, water inlet pipe, delivery port, valve and the closed nut of pressurizeing, the pressurization storehouse
Firmly model casing, pressurization storehouse top is provided with water inlet pipe and valve, and the bottom in the pressurization storehouse is provided with delivery port, the water inlet pipe
Blocked using closed nut；The valve is connected with air pump.
The model lower box part is provided with to be used to supply water and penetrated into model casing while preventing the experiment soil body from entering pressurization storehouse
Anti-filter plate, the water level in the pressurization storehouse is higher than the top of the anti-filter plate, and the bottom of the wall interior panel is higher than the anti-filter plate
Top.
The method of testing comprises the following steps：
1) shape and size of the wall interior panel, are determined according to the shape of foundation ditch, the form of going along with sb. to guard him in Practical Project；
2) foundation depth and thickness, are determined, is tried according to live the representative soil layer of report selection of surveying as this
The soil layer tested；
3), layering laying soil layer, buries wall interior panel；
4) monitoring grid, is divided；
5), installation data acquisition system；
6), add water and connect air pump；
7), the determination of pressure-loaded rank；
8) air pressure-loading rank, is determined,；
9) air pressure, is loaded：Given in the pressurization storehouse and pressurizeed by air pump；
10), data collecting system is measured and record data respectively；
11) air pressure of another rank, is adjusted, treats after stable gas pressure, monitors the change in displacement with record pit bottom；
12), in test process, the situation of the Foundation Pit bottom soil body surface of monitoring surface is observed, when hole basal surface starts to occur
Stop loading during seepage erosion；
13) discharge pressure and the graph of a relation of hole bottom deformation, are drawn；When process of the test is terminated, it may be determined that foundation ditch pressure-bearing
The critical value of water.
Further, the method for testing is further comprising the steps of：
14) experimental rig, is dismantled：After pressurization storehouse pressure release to atmospheric pressure, water valve is opened, using delivery port by pressurization storehouse
Water discharge.
Further, the step 4) in, using the method in the equidistant grid division line of vertical, horizontal, and intersection point is made
For displacement measuring point.
The data collecting system includes LVDT displacement meters, magnetic stand, crossbeam and data collecting instrument, and the crossbeam is located at
On model casing, magnetic stand is fixed on the crossbeam, the magnetic stand is connected with LVDT displacement meters, the LVDT displacement meters battle array
Column is distributed on the monitor layer, and the LVDT displacement meters are connected with the data collecting instrument；The step 5) in, according to prison
The position of survey grid ruling is by cross beam movement to corresponding position, with magnetic stand by LVDT displacement meter fixed cross beams；The step
It is rapid 10) in, using for LVDT displacement meters to hole the vertical upwaarping deformation in bottom measure and record.
Rubber blanket wraps up the flexible pin top of the LVDT displacement meters, and the soil body of the rubber blanket and the monitor layer connects
Touch；The step 5) in, rubber blanket is arranged on LVDT displacement meter pointers end, adjustment displacement meter support makes rubber blanket and monitoring
Point perpendicular contact.
The step 3) in, according to the distribution of soil layer and its thickness, each soil layer is divided successively according to order from bottom to top
Layer laying, when being routed to the position of wall interior panel, wall interior panel is placed on the centre position of model casing, is continued to lay soil layer, is pressed
The order laying soil body in first plate outside back plate.
The present invention technical concept be：It is to carry out Foundation Pit bottom stability test under artesian water stratum using laboratory test
Effective means, the Foundation Pit bottom stability test method on artesian water stratum that the present invention is provided can be evaluated effectively containing holding
Press the Foundation Pit bottom stability on water stratum, and with effect is good, easy to operate, short time limit, low expense the characteristics of.
Beneficial effects of the present invention are mainly manifested in：(1) water-gas combined pressurization.Added in pressurization storehouse using gas and water joint
The mode of pressure, the size of artesian head is controlled by controlling the air pressure above the water surface.Water consumption is not only reduced, is also overcomed
It is difficult to the problem for applying high pressure.(2) bearing course stable water pressure is high.Model casing is pressurized storehouse and is enclosed in centre, using anti-filter plate
Connect, increase contact area, improve the coverage of artesian water.Pressurization is communicated inside storehouse, the phase all the time of the air pressure on the water surface
Together, water level is consistent and in storehouse, and water pressure is also identical, so the water pressure inside bearing course keeps identical, improves stable water pressure
Property and test effect.(3) displacement measurement mode is reliable.In process of the test, by being carried out to each monitoring point in monitoring grid
Monitoring in real time, and recorded and shown in real time using computer progress pit accident displacement, obtain different pressure-bearing water conditions holes
The deformation rule of hole bottom surface, test basis and Engineering Guidance are provided for field engineering before and after the seepage erosion of bottom.(4) simple to operate,
Expense is low, the time is short, reliability is high.According to the actual conditions of engineering site, experimental rig can carry out group as needed indoors
Dress, process is simple, and the testing time is short, and reliability is high；Each part is repeatable to be utilized, and expense is low.
Brief description of the drawings
Fig. 1 is the structural representation of the Foundation Pit bottom stability test device containing artesian water stratum.
Fig. 2 is model casing top view.
Fig. 3 is monitoring net trrellis diagram.
Embodiment
The invention will be further described below in conjunction with the accompanying drawings.
A kind of 1~Fig. 3 of reference picture, Foundation Pit bottom stability test method containing artesian water stratum realizes the test
The device of method includes model casing 2, wall interior panel 3, compression system and data collecting system, and the wall interior panel 3 is located at the model
In case 2, the pressurization storehouse 1 is surrounded in the model casing 2, the model casing 2 under the laying experiment soil body 4, the wall interior panel 3
Portion is located in the experiment soil body 4, and the experiment soil body surface layer in the wall interior panel 3 is to be arranged on monitor layer, the monitor layer
Data collecting system；
The compression system is made up of pressurize storehouse 1, air pump 13, water inlet pipe 8, delivery port 10, valve 19 and closed nut 9,
The pressurization storehouse 1 surrounds model casing 2, and the top of pressurization storehouse 1 is provided with water inlet pipe 8 and valve 19, the bottom in the pressurization storehouse 1
Provided with delivery port 10, the water inlet pipe 8 is blocked using closed nut 9；The valve is connected with air pump；
The bottom of model casing 2 is provided with to be used to supply water and penetrated into model casing while preventing the experiment soil body from entering pressurization storehouse
Anti-filter plate 7, the water level in the pressurization storehouse 1 is higher than the top of the anti-filter plate 7, and the bottom of the wall interior panel 3 is higher than the anti-filter
The top of plate 7；
The method of testing includes：
1) shape and size of the wall interior panel, are determined according to the shape of foundation ditch, the form of going along with sb. to guard him in Practical Project；
2) foundation depth and thickness, are determined, is tried according to live the representative soil layer of report selection of surveying as this
The soil layer tested；
3), layering laying soil layer, buries wall interior panel；
4) monitoring grid, is divided；
5), installation data acquisition system；
6), add water and connect air pump；
7), the determination of pressure-loaded rank；
8) air pressure-loading rank, is determined,；
9) air pressure, is loaded：Given in the pressurization storehouse and pressurizeed by air pump；
10), data collecting system is measured and record data respectively；
11) air pressure of another rank, is adjusted, treats after stable gas pressure, monitors the change in displacement with record pit bottom；
12), in test process, the situation of the Foundation Pit bottom soil body surface of monitoring surface is observed, when hole basal surface starts to occur
Stop loading during seepage erosion；
13) discharge pressure and the graph of a relation of hole bottom deformation, are drawn；When process of the test is terminated, it may be determined that foundation ditch pressure-bearing
The critical value of water.
Further, the method for testing is further comprising the steps of：
14) experimental rig, is dismantled：After pressurization storehouse pressure release to atmospheric pressure, water valve is opened, using delivery port by pressurization storehouse
Water discharge.
The Foundation Pit bottom stability test device containing artesian water stratum of the present embodiment, including pressurization storehouse 1；Model casing 2；
Wall interior panel 3；Test the soil body 4 (including the 41, silt clay 42 that bankets, sand 43, clay 44)；Pillar 5；Clamp 6；Anti-filter plate 7；
Water inlet pipe 8；Closed nut 9；Delivery port 10；Water valve 11；Water 12；Air pump 13；Air valve 14；Current divider 15；Tracheae 16；Barometer
17；Stainless steel interface 18；Valve 19；Crossbeam 20；Magnetic stand 21；LVDT displacement meters 22；Rubber blanket 23；Monitoring point 24；Data
Acquisition Instrument 25 and computer control system 26.
Wherein, pressurization storehouse 1 surrounds model casing 2, can complete the exchange of water 12 by anti-filter plate 7 therebetween.Model
The corner of case 2 is provided with pillar 5, and column 5 is provided with clamp 6, and anti-filter plate 7 can be placed on clamp 6.Water inlet pipe 8 and closing spiral shell
Using threaded connection between mother 9, connection is completed by stainless steel interface 18 between tracheae 16 and valve 19, current divider 15 is connected to
Air pump 13 and tracheae 16, complete air flow.In the two ends incorporation model 1 of crossbeam 20, for placing magnetic stand 21.Rubber blanket
23 are provided with groove, the pointer head for being embedded in LVDT displacement meters 22.LVDT displacement meters 22 are passed with data collecting instrument 25 with data wire
Defeated signal, then data conversion is transferred to computer control system 26.
The test device of the present embodiment includes model casing, wall interior panel, compression system and the part of data collecting system four.It is described
Model casing is made up of transparent safety glass, the cuboid of top uncovered, including pillar, clamp, anti-filter plate composition.In corner
There is the pillar for supporting and increasing globality, clamp is connected with pillar, for placing anti-filter plate.Anti-filter plate and clamp have 4
Block, positioned at the surrounding of inwall model casing.The rectangular-box of wall interior panel uncovered for above and below.The compression system is by storehouse, the gas of pressurizeing
Pump, stainless steel interface, air valve, barometer, water inlet pipe, delivery port, valve, closed nut, water etc. are constituted.Pressurization storehouse surrounds mould
Molding box, is made up of safety glass, and using angle steel reinforced to improve bulk strength.Storehouse top pressurize by 1 water inlet pipe and 4 gas
Door composition, 1 delivery port is left in bottom.Water inlet pipe and delivery port are used as the water level control in pressurization storehouse, are sealed using closed nut
It is stifled；Gas port is used for air exchange, and is mechanically connected using stainless steel interface with air pump, improves seal.Air valve is used to control to add
Press air pressure in storehouse.The data collecting system is by LVDT displacement meters, rubber blanket, magnetic stand, crossbeam and data collecting instrument
Composition.The flexible pin top of rubber blanket parcel displacement meter, for pointer to be isolated with the soil body, protects displacement meter, and rubber blanket is carried
The high monitoring range of displacement meter.Crossbeam is located on model casing, for fixing magnetic stand.The computer data acquisition system
Interior band software, the data such as LVDT displacement meters and air pressure, hydraulic pressure can be gathered in real time, and Mobile state of going forward side by side is handled in real time.
In the present embodiment, the proposed subway gateway of certain base pit engineering, foundation ditch is integrally presented rectangle, length and width depth of about
50m、30m、10m.Using diaphram wall as building enclosure, depth is 20m, and thickness is 1m.Site soil layers are from top to bottom successively
Be banket, silt clay, sand, clay thickness are respectively 2m, 15m, 5m, 10m, wherein sand is artesian aquifer.This examination
Test using the Jing Yin air pump of oil-free, maximum can apply 0.5MPa air pressure.The box house size of this test model case is
1500mm×1000mm×900mm。
The implementation steps of method of testing of the present invention are：
1) determine to go along with sb. to guard him board size, shape.Wall interior panel can according to the shape of foundation ditch in Practical Project, go along with sb. to guard him form and determine,
Shape can be rectangle, circle, polygon etc., and material can select plastics and steel.Foundation ditch uses diaphram wall in the present embodiment
Form, so replacement of the wall interior panel using hard plastic board thick 10mm, size is according to Practical Project 50:1 proportional zoom,
Length, width and height take 1m, 0.6m, 0.4m respectively.
2) foundation depth and thickness are determined.Tested according to live the representative soil layer of report selection of surveying as this
Soil layer, each the thickness of the layer is according to 50：1 proportional zoom, laboratory experiment soil layer be successively from top to bottom banket, Muddy Bottoms
Silty clay, sand, clay, thickness are respectively 0.04,0.3m, 0.1m, 0.2m, and foundation depth is 0.2m,.
3) layering laying soil layer, buries wall interior panel.According to the distribution of soil layer and its thickness, by each soil layer according to from bottom to top
Order be layered laying successively.When being routed to the position of wall interior panel, wall interior panel assembly is placed to the centre position of model casing.
Continue to lay soil layer, the soil body is laid by the order outside back plate in first plate.Top and bottom per layer soil body are carried out with horizon rule
Measure, it is ensured that laying levelness, and require that laying soil layer is likely to be breached the engineering specifications at scene.
4) monitoring grid is divided.Because being likely to occur swelling, dashing forward and gush for the soil body at any one place at Foundation Pit bottom
Engineering accident, so being used as displacement measuring point using the method in the equidistant grid division line of vertical, horizontal, and using intersection point.This
The horizontal spacing for testing grid lines is 20cm, and longitudinal pitch is 15cm, as 5 × 4 grids, altogether 12 monitoring points, can use note
Number pen depicts grid lines in bottom of foundation ditch.
5) installation data acquisition system.Cross beam movement is used by magnetic force to corresponding position according to the position of monitoring net ruling
Gauge stand is arranged on LVDT displacement meter pointers end by LVDT displacement meter fixed cross beams, and rubber blanket.Adjust displacement meter support
Make rubber blanket and monitoring point perpendicular contact, it is ensured that the Measurement reliability of hole subsoil upwaarping deformation.
6) add water and connect air pump.Because pressurization storehouse is relatively closed space, connected using water inlet pipe and valve with extraneous
Connect.By water inlet pipe toward suitable quantity of water is injected in pressurization storehouse, more than anti-filter plate 0.1m positions, specific height can be by water inlet pipe
Graduation mark be controlled.After after stable level, water inlet pipe is sealed using closed nut, then by air pump with it is stainless
Steel sealing joint is connected.
7) determination of pressure-loaded rank.This maximum hydraulic pressure force value tested is determined according to the hydraulic pressure of actual bearing course.
Hydraulic pressure is estimated in this example for 500kPa, according to 50:1 scale smaller, i.e. 10kPa.Divide 5 loadings, every time loading ladder
Spend for 2kPa.
8) air pressure-loading rank is determined.By air pump to being pressurizeed in pressurization storehouse, because the water level in storehouse of pressurizeing keeps constant, because
This can control the head pressure of artesian water by adjusting air pressure size.In this example, head difference is about 1kPa, so air pressure
1kPa is pressurised into first, and pressurize 2kPa every time afterwards.
9) air pressure is loaded.Observe and record the initial pressure reading on barometer.Open air valve, using air pump to pressurization storehouse
Middle conveying air simultaneously watches barometrical pressure value.Air valve is closed when pressure value increases 2kPa on initial pressure, it is ensured that plus
Press and pressure constant state is in inside storehouse.
10) upwaarping deformation is monitored.Bottom heave gradually increases during air pressure-loading, and hole bottom is erected using LVDT displacement meters
Measure and record to upwaarping deformation.
11) air pressure is adjusted.Air valve is opened, and using air pump pressurization, increase air pressure maintains pressure not to next rank
Become.Treat after stable gas pressure, monitor the change in displacement with record pit bottom.
12) experiment stops.The situation of Real Time Observation Foundation Pit bottom soil body surface in experimentation, when hole, basal surface starts
Stop loading during existing seepage erosion.
13) data preparation.Using vertical displacement of the computer according to 12 mesh points, discharge pressure and the deformation of hole bottom are drawn
Graph of a relation；When process of the test is terminated, it may be determined that the critical value of foundation ditch artesian water.
14) experimental rig is dismantled.After pressurization storehouse pressure release to atmospheric pressure, water valve is opened, using delivery port by pressurization storehouse
Water discharge.Remove in order and wipe related component, the soil body is to use next time in recovery models case.
Claims (6)
1. a kind of Foundation Pit bottom stability test method containing artesian water stratum, it is characterised in that：Realize the method for testing
Device include model casing, wall interior panel, compression system and data collecting system, the wall interior panel be located at the model casing in, institute
State pressurization storehouse and surround the laying experiment soil body in the model casing, the model casing, the bottom of the wall interior panel is located at the examination
Test in the soil body, the experiment soil body surface layer in the wall interior panel is layout data acquisition system on monitor layer, the monitor layer；
The compression system is by storehouse, air pump, water inlet pipe, delivery port, valve and the closed nut of pressurizeing, and the pressurization storehouse surrounds mould
Molding box, pressurization storehouse top is provided with water inlet pipe and valve, and the bottom in the pressurization storehouse is provided with delivery port, and the water inlet pipe is used
Closed nut is blocked；The valve is connected with air pump；
The model lower box part is provided with the anti-filter that will can simultaneously prevent the experiment soil body to enter pressurization storehouse in water penetration to model casing
Plate, the water level in the pressurization storehouse is higher than the top of the anti-filter plate, and the bottom of the wall interior panel is higher than the top of the anti-filter plate；
The method of testing comprises the following steps：
1) shape and size of the wall interior panel, are determined according to the shape of foundation ditch, the form of going along with sb. to guard him in Practical Project；
2) foundation depth and thickness, are determined, surveys what the representative soil layer of report selection was tested as this according to live
Soil layer；
3), layering laying soil layer, buries wall interior panel；
4) monitoring grid, is divided；
5), installation data acquisition system；
6), add water and connect air pump；
7), the determination of pressure-loaded rank；
8) air pressure-loading rank, is determined,；
9) air pressure, is loaded：Given in the pressurization storehouse and pressurizeed by air pump；
10), data collecting system is measured and record data respectively；
11) air pressure of another rank, is adjusted, treats after stable gas pressure, monitors the change in displacement with record pit bottom；
12), in test process, the situation of the Foundation Pit bottom soil body surface of monitoring surface is observed, basal surface starts seepage flow occur when hole
Stop loading during destruction；
13) discharge pressure and the graph of a relation of hole bottom deformation, are drawn；When process of the test is terminated, it may be determined that foundation ditch artesian water
Critical value.
2. the Foundation Pit bottom stability test method as claimed in claim 1 containing artesian water stratum, it is characterised in that：It is described
Method of testing is further comprising the steps of：
14) experimental rig, is dismantled：To pressurization storehouse pressure release to atmospheric pressure after, open water valve, using delivery port by pressurize storehouse in water
Discharge.
3. the Foundation Pit bottom stability test method as claimed in claim 1 or 2 containing artesian water stratum, it is characterised in that：
The step 4) in, it is used as displacement measuring point using the method in the equidistant grid division line of vertical, horizontal, and using intersection point.
4. the Foundation Pit bottom stability test method as claimed in claim 1 or 2 containing artesian water stratum, it is characterised in that：
The data collecting system includes LVDT displacement meters, magnetic stand, crossbeam and data collecting instrument, and the crossbeam is located at model casing
On, magnetic stand is fixed on the crossbeam, the magnetic stand is connected with LVDT displacement meters, the LVDT displacement meters array point
Cloth is on the monitor layer, and the LVDT displacement meters are connected with the data collecting instrument；The step 5) in, according to monitoring grid
The position of line is by cross beam movement to corresponding position, with magnetic stand by LVDT displacement meter fixed cross beams；The step 10)
In, the hole vertical upwaarping deformation in bottom is measured and recorded using for LVDT displacement meters.
5. the Foundation Pit bottom stability test method as claimed in claim 4 containing artesian water stratum, it is characterised in that：Rubber
The flexible pin top of the pad parcel LVDT displacement meters, the rubber blanket is contacted with the soil body of the monitor layer.
6. the Foundation Pit bottom stability test method as claimed in claim 1 or 2 containing artesian water stratum, it is characterised in that：
The step 3) in, according to the distribution of soil layer and its thickness, each soil layer is layered laying successively according to order from bottom to top, when
When being routed to the position of wall interior panel, wall interior panel is placed on to the centre position of model casing, continues to lay soil layer, by back plate in first plate
The outer order laying soil body.
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| CN108344839A (en) * | 2018-04-17 | 2018-07-31 | 中交海峡建设投资有限公司 | A kind of foundation pit Horizontal seals water proof experimental rig and method |
| CN108362856A (en) * | 2017-12-29 | 2018-08-03 | 浙江科技学院 | The bath scaled model experimental device of the highly dense area ground long-term settlement in simcity |
| CN108508189A (en) * | 2018-06-13 | 2018-09-07 | 华侨大学 | Seepage field and oscillator field coupling lead to the experimental rig and method of foundation pit destruction |
| CN109024718A (en) * | 2018-09-16 | 2018-12-18 | 李明霞 | A kind of foundation pit Horizontal seals water proof experimental rig and method |
| CN109752238A (en) * | 2019-01-03 | 2019-05-14 | 同济大学 | Consider artesian water continuous wall trench underground local buckling model test apparatus |
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| CN108362856A (en) * | 2017-12-29 | 2018-08-03 | 浙江科技学院 | The bath scaled model experimental device of the highly dense area ground long-term settlement in simcity |
| CN108362856B (en) * | 2017-12-29 | 2020-08-04 | 浙江科技学院 | Model experiment device for simulating long-term ground settlement of urban high-density area |
| CN108344839A (en) * | 2018-04-17 | 2018-07-31 | 中交海峡建设投资有限公司 | A kind of foundation pit Horizontal seals water proof experimental rig and method |
| CN108508189A (en) * | 2018-06-13 | 2018-09-07 | 华侨大学 | Seepage field and oscillator field coupling lead to the experimental rig and method of foundation pit destruction |
| CN108508189B (en) * | 2018-06-13 | 2023-09-29 | 华侨大学 | Test device and method for foundation pit damage caused by coupling action of seepage field and vibration field |
| CN109024718A (en) * | 2018-09-16 | 2018-12-18 | 李明霞 | A kind of foundation pit Horizontal seals water proof experimental rig and method |
| CN109752238A (en) * | 2019-01-03 | 2019-05-14 | 同济大学 | Consider artesian water continuous wall trench underground local buckling model test apparatus |
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