CN205530404U - Verify supporting construction and soil body combined action's centrifugal test model - Google Patents
Verify supporting construction and soil body combined action's centrifugal test model Download PDFInfo
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- CN205530404U CN205530404U CN201620388522.8U CN201620388522U CN205530404U CN 205530404 U CN205530404 U CN 205530404U CN 201620388522 U CN201620388522 U CN 201620388522U CN 205530404 U CN205530404 U CN 205530404U
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Abstract
The utility model discloses a verify supporting construction and soil body combined action's centrifugal test model belongs to the experimental field of geotechnical engineering, and its structure includes the mold box, the vertical backplate that is used for a simulation revetment that inlays in the mold box, be equipped with the moment of flexure foil gage on the backplate with the moment of flexure that detects the backplate value of meeting an emergency, backplate is with inside foundation soil layer district and the excavation district of being divided into of mold box, and the district's intussuseption of foundation soil layer is filled with foundation soil, and the lower part in excavation district be the bucket earth bag of upper portion for simulating the bucket earthwork in foundation soil, excavation district, arranged in the foundation soil that native pressure sensor in order to detect foundation soil pressure value, is equipped with the displacement meter respectively on the surperficial of foundation soil and a backplate. The utility model is suitable for a verify supporting construction and the scientific centrifugal model testing of soil body combined action, its principle is simply clear and definite, low in cost, and the operating mode is unanimous with actually being under construction, accords with soil body actual stress and changes.
Description
Technical field
This utility model relate to Geotechnical Engineering test field, specifically one checking supporting construction coefficient with the soil body from
Heart test model.
Background technology
Tradition Geotechnical Engineering laboratory test is carried out under normal gravity condition, owing to or cannot be difficult to reproduce on-the-spot actual size bar
Part, is the most often scaled model, and according to soil body weight stress, what scaled model brought is times contracting of soil body degree of depth h, and then changes
Soil body self-weight stress field, to the deadweight structure as primary load, it is impossible to reflection prototype stress state, causes the model test cannot
The phenomenon that simulation prototype is occurred.
Geotechnical centrifugal model test can the existence of true simulated gravity field, reproduce engineering actual stress state, public by numerous scholars
Recognizing and carry out test method most advanced in Geotechnical Engineering research, maximally effective at present, geotechnical centrifugal model test is relative to former
Type observation, indoor often gravitational field testing machine Numerical Simulations method have irreplaceable and unique advantage.
In sum, along with maximization, the complication of underground engineering, rely in the past the way of engineering experience can not meet design,
Construction requirement, carries out base pit engineering centrifugal model test and can effectively study base pit engineering problem, promote base pit engineering theory sum
It is perfect that value is simulated.And design a kind of for verifying that supporting construction and the soil body act on centrifugal test model and the method for science jointly,
It is the problem that solution is presently required, there is urgent construction value and long-range theory significance.
Utility model content
For the problems referred to above, the purpose of this utility model is to provide a kind of checking supporting construction and the coefficient centrifugal examination of the soil body
Testing model and manufacture method, this centrifugal test model is consistent with practice of construction operating mode, meets the change of soil body actual stress.
The technical scheme in the invention for solving the technical problem includes: checking supporting construction and the soil body coefficient from
Heart test model, including the model casing of top end opening, is vertically embedded with the retaining-plate for simulating braced wall, institute in described model casing
State retaining-plate and be provided with moment of flexure foil gauge to detect the moment of flexure strain value of retaining-plate；Described retaining-plate is divided into ground by inside model casing
Soil layer district and excavation area, be filled with foundation soil in described foundation soil district, the bottom of described excavation area is foundation soil, excavation area
Top is the bucket earth bag of the simulation bucket earthwork；Soil pressure sensor it is disposed with to detect foundation soil force value in described foundation soil,
The surface and retaining-plate of foundation soil are respectively equipped with displacement meter to measure foundation soil end face displacement and retaining-plate tip displacement.
Further technical scheme is: arrange multiple PIV labelling point for providing location reference in the outside of model casing, so
Being easy to analyze the physical location of soil particle pixel in photograph sheet, in also including being installed on centrifuge crossbeam and model casing, excavation area is many
Individual video camera, can draw the misalignment of the soil body according to camera head gained photograph pixel analysis.PIV labelling point is set, can
With according to camera photography gained photo, utilize PIV technology to be analyzed, analyze program by the existing soil body and can realize point
Analysis.
Further technical scheme is: described PIV labelling point is evenly arranged in the front of a lamella lucida, the back side of described lamella lucida
Resting on the sidewall of described model casing, the sidewall of described model casing is that transparent material is made.PIV is arranged in lamella lucida,
Install very convenient, be set to transparent material, it is simple to observing the shooting simultaneously facilitating video camera, described lamella lucida can use organic glass
Glass plate, model casing is also adopted by lucite and makes.
In order to improve the accuracy of measurement result, further technical scheme is: described moment of flexure foil gauge is arranged in the middle of retaining-plate
The positive and negative both sides of position.Described moment of flexure foil gauge all uses full-bridge mode to arrange.
Further technical scheme is: described displacement meter includes lateral displacement meter and length travel meter, and lateral displacement meter is arranged in
To measure the lateral displacement on retaining-plate top on retaining-plate, length travel meter is arranged in the centre position of foundation soil upper surface to measure
Foundation soil end face displacement.Displacement meter all uses laser displacement gauge, the centre position of the position deviation retaining-plate of lateral displacement meter
Certain distance.
Further technical scheme is: described retaining-plate is aluminium alloy plate, and the outside of foundation soil, supporting are stretched out in the top of retaining-plate
The surface of plate is provided with epoxy coating.Retaining-plate is used for simulating pattern foundation pit supporting structure wall, determines size according to bending strength equivalence principle.
Further technical scheme is: each amount of banketing within described bucket earth bag forms according to bucket earthwork conversion, bucket
Earth bag outer surface is provided with the suspension ring facilitating removal of bucket earth bag.The bucket earthwork i.e. bucket once dig out soil amount, the bucket earthwork according to
Obtain the amount of banketing of each bucket earth bag after ratio conversion, according to the soil amount of conversion, soil loaded earth bag, form bucket earth bag,
Realize the simulation to excavation area.
The technical scheme in the invention for solving the technical problem also includes: checking supporting construction and the coefficient centrifugal examination of the soil body
Test the manufacture method of model, comprise the following steps:
Step 1): moment of flexure foil gauge is installed on retaining-plate；Moment of flexure foil gauge is arranged in the positive and negative two of retaining-plate middle position
Side, described moment of flexure foil gauge all uses full-bridge mode to arrange；
Step 2): make bucket earth bag according to bucket earthwork conversion；
Step 3): determine foundation soil height h1+h2, wherein, cutting depth is h2；
Step 4): foundation soil is inserted in model casing to height be h1Position, levelling foundation soil top layer horizontal plane position, insert
In foundation soil, soil pressure sensor is arranged during foundation soil；
Step 5): the retaining-plate with moment of flexure foil gauge is inserted in the foundation soil in model casing, by retaining-plate by model casing
Part is foundation soil district and two, excavation area part；
Step 6): continuing in foundation soil district to insert height is h2Foundation soil, levelling foundation soil top layer horizontal plane position, put
In foundation soil, soil pressure sensor is arranged during entering foundation soil；
Step 7): placing bucket earth bag in excavation area above foundation soil, the total height of the part placing bucket earth bag is h2；
Step 8): on foundation soil upper surface and retaining-plate, it is respectively arranged displacement meter.Described displacement meter include lateral displacement meter and
Length travel meter, lateral displacement meter is arranged on retaining-plate to measure the lateral displacement on retaining-plate top, and length travel meter is arranged in
The centre position of foundation soil upper surface is to measure foundation soil end face displacement.Displacement meter all uses laser displacement gauge, lateral displacement meter
The centre position certain distance of position deviation retaining-plate.
Further technical scheme is: the preparation method of described foundation soil is: obtain soil after being removed by the granule foreign in original soil
Sample, obtains foundation soil after soil sample is carried out drying and processing.
Further technical scheme is: described foundation soil uses sand rain method to insert in model casing, is fallen away from, clearance hole chi by control
Very little and go out Fructus Amomi total flow to reach target relative compaction.Increase sand averagely fall away from, the most closely knit of sand sample can be made
Degree increases；Increase clearance hole diameter, the relative compaction of sand sample can be made to reduce；Increase and Fructus Amomi total flow, sand can be made
The relative compaction of sample increases.
The beneficial effects of the utility model are:
1, test model principle of the present utility model is simply clear and definite, cheap, manufacture method strong operability, it is easy to promotion and implementation；
2, this utility model is provided with foundation soil district and excavation area, is provided with simulation foundation ditch between foundation soil district and excavation area
The retaining-plate of braced wall, excavation area is provided with the bucket earth bag of the simulation bucket earthwork, and the process not only making excavation simulation is easily operated,
And consistent with practice of construction operating mode, meet the soil body actual stress change, result of the test is accurate, it is thus achieved that data there is actual grinding
Study carefully meaning；
3, by the cooperation of the devices such as soil pressure sensor, displacement meter, moment of flexure foil gauge, PIV labelling point and video camera, can remember
Land movement parameter in record and test digging process and displacement field, soil body vertical displacement value and retaining-plate lateral displacement, foundation soil
Force value, retaining-plate moment of flexure strain value and shoot whole process of the test, carry out real-time measurement and record to process of the test, perfect
Engineering theory and numerical simulation, preferably Guiding Practice work.
Accompanying drawing explanation
Fig. 1 is the integrally-built longitudinal sectional view of this utility model embodiment；
Fig. 2 is the integrally-built transverse sectional view of this utility model embodiment；
Fig. 3～Fig. 5 is the layout drawing of this utility model embodiment moment of flexure foil gauge.
In figure: 1-model casing, 2-foundation soil, 3-bucket earth bag, 4-retaining-plate, 5-PIV labelling point, 6-soil pressure sensor,
7-laser displacement gauge, 8-PIV marking plate, 9-longitudinal direction laser displacement gauge mark line, 10-horizontal laser displacement gauge mark line, 11-
Moment of flexure foil gauge, 12-epoxy coating；
R1, R2, R3, R4 are moment of flexure foil gauge.
Detailed description of the invention
Below in conjunction with Figure of description and specific embodiment, the utility model will be further described:
As shown in Figure 1.Checking supporting construction and the soil body coefficient centrifugal test model, including the model casing 1 of top end opening,
Vertically be embedded with the retaining-plate 4 for simulating braced wall in described model casing 1, described retaining-plate 4 be provided with moment of flexure foil gauge 11 with
The moment of flexure strain value of detection retaining-plate 4；Described retaining-plate 4 is divided into foundation soil district and excavation area by internal for model casing 1, described
Being filled with foundation soil 2 in foundation soil district, the bottom of described excavation area is foundation soil 2, and the top of excavation area is the simulation bucket earthwork
Bucket earth bag 3；Soil pressure sensor 6 it is disposed with to detect foundation soil force value, at foundation soil 2 in described foundation soil 2
Surface and retaining-plate 4 on be respectively equipped with laser displacement gauge 7 to measure foundation soil 2 end face displacement and retaining-plate 4 tip displacement.
Being disposed with some PIV labelling points 5 in described foundation soil 2, the multiple video cameras shooting whole process of the test are separately mounted to
With excavation area in model casing on centrifuge crossbeam.PIV labelling point 5 is set, can utilize according to camera photography gained photo
PIV technology is analyzed, and analyzes program by the existing soil body and can realize analyzing.
As in figure 2 it is shown, described PIV labelling point 5 is evenly arranged in the front of PIV marking plate 8, the back side of PIV marking plate 8
Resting on the sidewall of described model casing 1, PIV marking plate 8 is constituted for lucite, and thickness is 3～5mm, is dimensioned slightly smaller than
The sidewall of the model casing 1 of its setting, PIV labelling point 5 is for recording the land movement parameter in digging process.Model casing 1 is also
Use and make transparent with machine glass plate.PIV marking plate 8 was put in model casing 1 before foundation soil 2 inserted by model casing 1.
PIV marking plate 8 is one piece and an equal amount of poly (methyl methacrylate) plate in model casing 1 front, and PIV labelling point 5 is with a black Bai Yi great
One little two circular paper self-adhesive tapes are made, and big white point is in lower section, and pore is attached to above big white point, and the two is attached to one piece of 3mm together
Thick poly (methyl methacrylate) plate specific location, forms PIV marking plate 8.PIV marking plate 8 used glass cement before inserting foundation soil 2
Being pasted onto inside model casing 1 front, corresponding side, model casing 1 front is made up of organic aeronautical glasses, it is simple in observing and nursing case 1
Portion's situation.
Laser displacement gauge 7 includes horizontal laser displacement gauge and longitudinal laser displacement gauge, and horizontal laser displacement gauge is arranged in horizontal laser
On displacement meter mark line 10, the centre position certain distance of deviation retaining-plate 4, for measuring the lateral displacement on retaining-plate 4 top；
Longitudinal laser displacement gauge is arranged on longitudinal laser displacement gauge mark line 9, and the centre position of corresponding foundation soil 2 upper surface is used for
Measure foundation soil 2 end face displacement.
Each amount of banketing within described bucket earth bag 3 forms according to bucket earthwork conversion, and bucket earth bag 3 outer surface is provided with just
Suspension ring in removal bucket earth bag 3.The soil amount that the bucket earthwork i.e. bucket once digs out, the bucket earthwork is proportionally converted and is obtained afterwards
To the amount of banketing of each bucket earth bag 3, according to the soil amount of conversion, soil is loaded earth bag, form bucket earth bag 3, pass through foundation ditch
Excavating device removal bucket earth bag 3, it is achieved excavation models is excavated.
Described retaining-plate 4 is aluminium alloy plate, and the outside of foundation soil 2 is stretched out on the top of retaining-plate 4, and the surface of retaining-plate 4 is provided with
Epoxy coating 12.Retaining-plate 4 is used for simulating pattern foundation pit supporting structure wall, determines size according to bending strength equivalence principle.
As shown in Fig. 3～Fig. 5, described moment of flexure foil gauge 11 is arranged in the positive and negative both sides of retaining-plate 4 middle position.Such as figure
4, described moment of flexure foil gauge 11 all uses full-bridge mode to arrange.
Above-mentioned checking supporting construction and the manufacture method of the soil body coefficient centrifugal test model, comprise the following steps:
Step 1): according to test requirements document, moment of flexure foil gauge 11 is installed on retaining-plate 4 in advance；Moment of flexure foil gauge 11 is arranged in
The positive and negative both sides of retaining-plate 4 middle position, described moment of flexure foil gauge 11 all uses full-bridge mode to arrange.
Step 2): make bucket earth bag 3 according to bucket earthwork conversion；The soil amount that the bucket earthwork i.e. bucket once digs out, bucket soil
Obtain the amount of banketing of each bucket earth bag 3 after side's proportionally conversion, according to the soil amount of conversion, soil is loaded earth bag, formed
Bucket earth bag 3.
Step 3): according to acceleration proportionality coefficient, precalculated foundation soil height and cutting depth, take foundation soil height
For h1+h2, wherein, cutting depth is h2, for ease of the operation banketed, on the sidewall of model casing 1, respective heights position is h1
And h2Place makes marks.
The method determining size according to acceleration is: it needs to be determined that centrifugal acceleration before centrifugal test, the every unit in test needs
Reduction to be carried out in accordance with regulations converts, and dimensional units here is scaled: the size=actual size/centrifugal acceleration in model.
Step 4): PIV marking plate 8 was put in model casing 1 before foundation soil 2 inserted by model casing 1.PIV marking plate 8 is
One piece and an equal amount of poly (methyl methacrylate) plate in model casing 1 front, PIV labelling point 5 is by one black one small one and large one two circles white
Paper self-adhesive tape is made, and big white point is in lower section, and pore is attached to above big white point, and the two is attached to the lucite that one piece of 3mm is thick together
Plate specific location, forms PIV marking plate 8.PIV marking plate 8 was pasted onto model casing with glass cement before inserting foundation soil 2
Inside 1 front, corresponding side, model casing 1 front is made up of organic aeronautical glasses, it is simple to observing and nursing case 1 inner case.
Step 5): foundation soil 2 well prepared in advance use sand rain method insert model casing 1 interior to highly for h1Position, utilize
Thin horizontal line is made uniform foundation soil 2 top layer horizontal plane position, arranges that soil pressure passes during inserting foundation soil 2 in foundation soil 2
Sensor 6.
Step 6): the retaining-plate 4 with moment of flexure foil gauge 11 is inserted in the foundation soil 2 in model casing 1, by retaining-plate 4
It is divided into foundation soil district and two, excavation area part by internal for model casing 1.
Step 7): continuing in foundation soil district to insert height is h2Foundation soil 2, levelling foundation soil 2 top layer horizontal plane position,
In foundation soil, soil pressure sensor 6 is arranged during inserting foundation soil 2.
Above-mentioned soil pressure sensor 6 all uses T-shaped soil pressure sensor.
Step 8): in excavation area, above foundation soil 2, place bucket earth bag 3, place the total height of the part of bucket earth bag 3
For h2。
Step 9): on foundation soil 2 upper surface and retaining-plate 4, it is respectively arranged laser displacement gauge 7.Laser displacement gauge 7 includes horizontal stroke
To laser displacement gauge and longitudinal laser displacement gauge, horizontal laser displacement gauge is arranged on horizontal laser displacement gauge mark line 10, deviation
The centre position certain distance of retaining-plate 4, for measuring the lateral displacement on retaining-plate 4 top；Longitudinal laser displacement gauge is arranged in
On longitudinal laser displacement gauge mark line 9, the centre position of corresponding foundation soil 2 upper surface, it is used for measuring foundation soil 2 end face displacement.
The preparation method of described foundation soil 2 is: obtains soil sample after being removed by the large granular impurity in original soil, utilizes baking box pair
Soil sample obtains foundation soil 2 after carrying out drying and processing.
Described foundation soil 2 uses sand rain method to insert in model casing, by control fall away from, clearance hole size and go out Fructus Amomi total flow with
Reach target relative compaction.Increase sand averagely fall away from, the relative compaction of sand sample can be made to increase；Increase clearance hole
Diameter, can make the relative compaction of sand sample reduce；Increase and Fructus Amomi total flow, the relative compaction of sand sample can be made to increase
Add.
Being provided with PIV labelling point 5 in model casing 1, described PIV labelling point 5 is evenly arranged in the front of PIV marking plate 8, PIV
The back side of marking plate 8 rests on the sidewall of described model casing 1, and PIV marking plate 8 is constituted for lucite, and thickness is 3～5mm,
Being dimensioned slightly smaller than the sidewall of the model casing 1 of its setting, PIV labelling point 5 is for recording the land movement parameter in digging process.
The multiple video cameras shooting whole process of the test are separately mounted on centrifuge crossbeam and excavation area in model casing.
After model has been prepared and arranged measurement system, start centrifuge, carry out classification excavation, stable after having excavated every time
After certain time, side carries out next layer of excavation.Described excavation step be load reach set load time, steady load, start base
Hole digging process, carries out ground floor soil excavation, excavate every time rear stable operation certain time to sensing data stably after,
Next layer of Fang Jinhang excavates, and observes sensor acquisition data mode, and tentatively divide before excavation and during excavating each soil layer
Analysis；When soil layer has all excavated or foundation soil 2 deforms relatively greatly or retaining-plate 4 deforms bigger, excavation of foundation pit is not
Carrying out, the most whole excavation of foundation pit has been tested again.
Obvious, PIV labelling point 5 that measurement system comprises, soil pressure sensor 6, laser displacement gauge 7, moment of flexure foil gauge 11
Should be connected on computer realize the output of data with video camera, this is set to the conventional setting of this area, the technology of this area
Personnel can complete above-mentioned setting according to prior art completely, for prominent innovative characteristics of the present utility model, specifically connecting of this feature
Connect and do not repeat them here.
Additionally, the load of test and centrifuge all use prior art.
The foregoing is only preferred embodiment of the present utility model, be not whole embodiment of the present utility model, not in order to
Limit this utility model, all within spirit of the present utility model and principle, any modification, equivalent substitution and improvement etc. made,
Within should be included in protection domain of the present utility model.
In addition to technical characteristic described in description, remaining technical characteristic is all known to a person skilled in the art technology.
Claims (7)
1. checking supporting construction and the soil body coefficient centrifugal test model, is characterized in that, including the model casing of top end opening,
Vertically being embedded with the retaining-plate for simulating braced wall in described model casing, described retaining-plate is provided with moment of flexure foil gauge to detect supporting
The moment of flexure strain value of plate；Described retaining-plate will be divided into foundation soil district and excavation area inside model casing, fills out in described foundation soil district
Being filled with foundation soil, the bottom of described excavation area is foundation soil, and the top of excavation area is the bucket earth bag of the simulation bucket earthwork；Institute
It is disposed with soil pressure sensor in stating foundation soil to detect foundation soil force value, the surface and retaining-plate of foundation soil are respectively equipped with
Displacement meter is to measure foundation soil end face displacement and retaining-plate tip displacement.
Checking supporting construction the most according to claim 1 and the soil body coefficient centrifugal test model, is characterized in that,
The outside of model casing arranges multiple PIV labelling point for providing location reference, also includes being installed on centrifuge crossbeam and model casing
Multiple video cameras of interior excavation area.
Checking supporting construction the most according to claim 2 and the soil body coefficient centrifugal test model, is characterized in that, institute
Stating PIV labelling point and be evenly arranged in the front of a lamella lucida, the back side of described lamella lucida rests on the sidewall of described model casing,
The sidewall of described model casing is that transparent material is made.
Checking supporting construction the most according to claim 1 and the soil body coefficient centrifugal test model, is characterized in that, institute
State moment of flexure foil gauge and be arranged in the positive and negative both sides of retaining-plate middle position.
Checking supporting construction the most according to claim 1 and the soil body coefficient centrifugal test model, is characterized in that, institute
The displacement meter stated includes lateral displacement meter and length travel meter, and lateral displacement meter is arranged on retaining-plate to measure retaining-plate top
Lateral displacement, length travel meter is arranged in the centre position of foundation soil upper surface to measure foundation soil end face displacement.
Checking supporting construction the most according to claim 1 and the soil body coefficient centrifugal test model, is characterized in that, institute
Stating retaining-plate is aluminium alloy plate, and the outside of foundation soil is stretched out on the top of retaining-plate, and the surface of retaining-plate is provided with epoxy coating.
Checking supporting construction the most according to claim 1 and the soil body coefficient centrifugal test model, is characterized in that, often
The amount of banketing within one described bucket earth bag forms according to bucket earthwork conversion, and bucket earth bag outer surface is provided with and facilitates removal of bucket
The suspension ring of earth bag.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620388522.8U CN205530404U (en) | 2016-04-30 | 2016-04-30 | Verify supporting construction and soil body combined action's centrifugal test model |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620388522.8U CN205530404U (en) | 2016-04-30 | 2016-04-30 | Verify supporting construction and soil body combined action's centrifugal test model |
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| CN205530404U true CN205530404U (en) | 2016-08-31 |
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ID=56795341
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| CN201620388522.8U Expired - Fee Related CN205530404U (en) | 2016-04-30 | 2016-04-30 | Verify supporting construction and soil body combined action's centrifugal test model |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105756107A (en) * | 2016-04-30 | 2016-07-13 | 山东大学 | Centrifugal test model for verifying combined action of supporting structure and soil body and manufacturing method of centrifugal test model |
| CN109580368A (en) * | 2018-11-19 | 2019-04-05 | 同济大学 | Excavation Deformation of Deep Foundation Pits character centrifugal model test device in a kind of multilayer artesian water stratified formations |
-
2016
- 2016-04-30 CN CN201620388522.8U patent/CN205530404U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105756107A (en) * | 2016-04-30 | 2016-07-13 | 山东大学 | Centrifugal test model for verifying combined action of supporting structure and soil body and manufacturing method of centrifugal test model |
| CN109580368A (en) * | 2018-11-19 | 2019-04-05 | 同济大学 | Excavation Deformation of Deep Foundation Pits character centrifugal model test device in a kind of multilayer artesian water stratified formations |
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