CN105756107A - Centrifugal test model for verifying combined action of supporting structure and soil body and manufacturing method of centrifugal test model - Google Patents
Centrifugal test model for verifying combined action of supporting structure and soil body and manufacturing method of centrifugal test model Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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- E02D33/00—Testing foundations or foundation structures
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Abstract
The invention discloses a centrifugal test model for verifying combined action of a supporting structure and a soil body and a manufacturing method of the centrifugal test model and belongs to the field of geotechnical engineering test. The centrifugal test model structurally comprises a model box; a supporting plate for simulating a supporting wall is vertically embedded into the model box; a bending moment strain gauge is arranged on the supporting plate to detect the bending moment strain value of the supporting plate; the supporting plate divides the inside of the model box into a foundation soil layer zone and an excavation zone, the foundation soil layer zone is filled with foundation soil, the lower part of the excavation zone is the foundation soil, and an excavating bucket soil bag for simulating the earthwork of an excavating bucket is arranged at the upper part of the excavation zone; a soil pressure sensor is arranged in the foundation soil to detect the pressure value of the foundation soil; displacement meters are respectively arranged on the surface of the foundation soil and the supporting plate. The centrifugal test model disclosed by the invention is suitable for a centrifugal model test for verifying the scientificity of combined action of the supporting structure and the soil body, simple and definite in principle, low in manufacturing cost and consistent with actual construction conditions and conforms to the actual stress change of the soil body.
Description
Technical field
The present invention relates to Geotechnical Engineering test field, specifically a kind of checking supporting construction and the coefficient centrifugal test model of the soil body and manufacture method.
Background technology
Tradition Geotechnical Engineering laboratory test carries out under normal gravity condition, owing to or cannot be difficult to reproduce on-the-spot actual size condition, therefore it is often scaled model, 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 structure being primary load with deadweight, prototype stress state can not be reflected, cause that model test cannot simulate the phenomenon that prototype occurs.
Geotechnical centrifugal model test can the existence of true simulated gravity field, reproduce engineering actual stress state, being generally recognised as by numerous scholars and carry out test method most advanced, maximally effective in Geotechnical Engineering research at present, geotechnical centrifugal model test has irreplaceable and unique advantage relative to prototype measurement, indoor often gravitational field testing machine Numerical Simulations method.
In sum, along with the maximization of underground engineering, complication, the way in the past relying on engineering experience can not meet design, construction requirement, carries out base pit engineering centrifugal model test and can effectively study the perfect of base pit engineering problem, promotion base pit engineering theory and numerical simulation.And design a kind of centrifugal test model for verifying supporting construction and soil body combined effect science and method, it is the problem being presently required solution, there is urgent construction value and long-range theory significance.
Summary of the invention
For the problems referred to above, it is an object of the invention to provide a kind of checking supporting construction and the coefficient centrifugal test model of the soil body and manufacture method, this centrifugal test model is consistent with practice of construction operating mode, meets the change of soil body actual stress.
This invention address that the technical scheme that its technical problem is taked includes: checking supporting construction and the coefficient centrifugal test model of the soil body, model casing including 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 the moment of flexure strain value of retaining-plate；Described retaining-plate will be divided into foundation soil district and excavation area inside model casing, is filled with foundation soil in described foundation soil district, and 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；In described foundation soil, it is provided with soil pressure sensor to detect foundation soil force value, the surface and retaining-plate of foundation soil is respectively equipped with displacement meter to measure foundation soil end face displacement and retaining-plate tip displacement.
Further technical scheme is: the arranged outside at model casing is multiple for providing the PIV labelling point of location reference, so it is easy to analyze the physical location of soil particle pixel in photograph sheet, multiple video cameras of the excavation area that also includes being installed in centrifuge crossbeam and model casing, can draw the misalignment of the soil body according to camera head gained photograph pixel analysis.PIV labelling point is set, it is possible to according to camera photography gained photo, utilizes PIV technology to be analyzed, analyze program by the existing soil body and can realize analyzing.
Further technical scheme is: described PIV labelling point is evenly arranged in the front of a lamella lucida, and the back side of described lamella lucida rests on the sidewall of described model casing, and the sidewall of described model casing is that transparent material is made.Being arranged in lamella lucida by PIV, install very convenient, be set to transparent material, it is simple to observing the shooting simultaneously facilitating video camera, described lamella lucida can adopt poly (methyl methacrylate) 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 positive and negative both sides of retaining-plate middle position.Described moment of flexure foil gauge all adopts full-bridge mode to arrange.
Further technical scheme is: described displacement meter includes 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 to measure foundation soil end face displacement.Displacement meter all adopts laser displacement gauge, the centre position certain distance of the position deviation retaining-plate of lateral displacement meter.
Further technical scheme is: described 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.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, and bucket earth bag outer surface is provided with the suspension ring facilitating removal of bucket earth bag.The soil amount that the bucket earthwork and bucket once dig out, the amount of banketing obtaining each bucket earth bag afterwards is proportionally converted in the bucket earthwork, according to the soil amount of conversion, soil is loaded earth bag, forms bucket earth bag, it is achieved the simulation to excavation area.
This invention address that the technical scheme of its technical problem also includes: checking supporting construction and the manufacture method of the coefficient centrifugal test model of the soil body, 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 both sides of retaining-plate middle position, and described moment of flexure foil gauge all adopts 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 extremely highly for h1Position, levelling foundation soil top layer horizontal plane position, insert in the process of foundation soil in foundation soil, to arrange soil pressure sensor；
Step 5): the retaining-plate with moment of flexure foil gauge is inserted in the foundation soil in model casing, foundation soil district and two, excavation area part will be divided into inside model casing by retaining-plate；
Step 6): continue to insert in foundation soil district highly for h2Foundation soil, levelling foundation soil top layer horizontal plane position, insert in the process of foundation soil in foundation soil, to arrange soil pressure sensor；
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 includes lateral displacement meter and length travel meter, and 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 to measure foundation soil end face displacement.Displacement meter all adopts laser displacement gauge, the centre position certain distance of the position deviation retaining-plate of lateral displacement meter.
Further technical scheme is: the preparation method of described foundation soil is: obtains soil sample after being removed by the granule foreign in original soil, obtains foundation soil after soil sample is carried out drying and processing.
Further technical scheme is: described foundation soil adopts sand rain method to insert in model casing, by controlling fall from, clearance hole size and go out Fructus Amomi total flow to reach target relative compaction.Increase sand on average fall from, the relative compaction of sand sample can be made to increase；Increase clearance hole diameter, the relative compaction of sand sample can be made to reduce；Increase and Fructus Amomi total flow, the relative compaction of sand sample can be made to increase.
The invention has the beneficial effects as follows:
1, the test model principle of the present invention is simply clear and definite, cheap, manufacture method strong operability, it is easy to promotion and implementation；
2, the present invention is provided with foundation soil district and excavation area, the retaining-plate of simulation pattern foundation pit supporting structure wall it is provided with between foundation soil district and excavation area, excavation area is provided with the bucket earth bag of the simulation bucket earthwork, the process not only making excavation simulation is easily operated, and it is 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 practical study 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, recordable and test digging process in land movement parameter 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, process of the test is carried out real-time measurement and record, improve engineering theory and numerical simulation, better Guiding Practice work.
Accompanying drawing explanation
Fig. 1 is the integrally-built longitudinal sectional view of the embodiment of the present invention；
Fig. 2 is the integrally-built transverse sectional view of the embodiment of the present invention；
Fig. 3～Fig. 5 is the layout drawing of embodiment of the present invention 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-transverse direction 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 invention will be further described:
As shown in Figure 1.Checking supporting construction and the coefficient centrifugal test model of the soil body, model casing 1 including top end opening, vertically being embedded with the retaining-plate 4 for simulating braced wall in described model casing 1, described retaining-plate 4 is provided with moment of flexure foil gauge 11 to detect the moment of flexure strain value of retaining-plate 4；Described retaining-plate 4 is divided into foundation soil district and excavation area by internal for model casing 1, is filled with foundation soil 2 in described foundation soil district, and the bottom of described excavation area is foundation soil 2, and the top of excavation area is the bucket earth bag 3 of the simulation bucket earthwork；In described foundation soil 2, it is provided with soil pressure sensor 6 to detect foundation soil force value, the surface of foundation soil 2 and retaining-plate 4 is respectively equipped with laser displacement gauge 7 to measure foundation soil 2 end face displacement and retaining-plate 4 tip displacement.
Being provided with some PIV labelling points 5 in described foundation soil 2, the multiple video cameras shooting whole process of the test are separately mounted on centrifuge crossbeam and excavation area in model casing.PIV labelling point 5 is set, it is possible to according to camera photography gained photo, utilizes PIV technology to be analyzed, analyze program by the existing soil body and can realize analyzing.
As shown in Figure 2, described PIV labelling point 5 is evenly arranged in the front of PIV marking plate 8, the back side of PIV marking plate 8 rests on the sidewall of described model casing 1, PIV marking plate 8 is constituted for lucite, 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.Model casing 1 is also adopted by making 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, PIV labelling point 5 is made with one black one small one and large one two circular paper self-adhesive tapes white, big white point is in lower section, pore is attached to above big white point, the two is attached to the poly (methyl methacrylate) plate specific location that one piece of 3mm is thick together, forms PIV marking plate 8.PIV marking plate 8 was pasted onto inside model casing 1 front with glass cement before inserting foundation soil 2, and corresponding side, model casing 1 front is made up of organic aeronautical glasses, it is simple to observing and nursing case 1 inner case.
Laser displacement gauge 7 includes horizontal laser displacement gauge and longitudinal laser displacement gauge, and horizontal laser displacement gauge is arranged on horizontal laser displacement gauge 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 measuring 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 the suspension ring facilitating removal of bucket earth bag 3.The soil amount that the bucket earthwork and bucket once dig out, the amount of banketing obtaining each bucket earth bag 3 afterwards is proportionally converted in the bucket earthwork, according to the soil amount of conversion, soil is loaded earth bag, forms bucket earth bag 3, bucket earth bag 3 is removed, it is achieved excavation models is excavated by excavation of foundation pit device.
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 Fig. 4, described moment of flexure foil gauge 11 all adopts full-bridge mode to arrange.
Above-mentioned checking supporting construction and the manufacture method of the coefficient centrifugal test model of the soil body, 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, and described moment of flexure foil gauge 11 all adopts full-bridge mode to arrange.
Step 2): make bucket earth bag 3 according to bucket earthwork conversion；The soil amount that the bucket earthwork and bucket once dig out, the amount of banketing obtaining each bucket earth bag 3 afterwards is proportionally converted in the bucket earthwork, according to the soil amount of conversion, soil is loaded earth bag, forms bucket earth bag 3.
Step 3): according to acceleration proportionality coefficient, precalculated foundation soil height and cutting depth, taking foundation soil height is h1+h2, wherein, cutting depth is h2, for ease of the operation banketed, on the sidewall of model casing 1, respective heights position is h1And 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 to be carried out in accordance with regulations reduction conversion, 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 made with one black one small one and large one two circular paper self-adhesive tapes white, big white point is in lower section, pore is attached to above big white point, the two is attached to the poly (methyl methacrylate) plate specific location that one piece of 3mm is thick together, forms PIV marking plate 8.PIV marking plate 8 was pasted onto inside model casing 1 front with glass cement before inserting foundation soil 2, and 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): previously prepared good foundation soil 2 adopt sand rain method insert in model casing 1 to highly for h1Position, utilize thin horizontal line to make uniform foundation soil 2 top layer horizontal plane position, insert and the process of foundation soil 2 is arranged soil pressure sensor 6 in foundation soil 2.
Step 6): the retaining-plate 4 with moment of flexure foil gauge 11 is inserted in the foundation soil 2 in model casing 1, be divided into foundation soil district and two, excavation area part by retaining-plate 4 by internal for model casing 1.
Step 7): continue to insert in foundation soil district highly for h2Foundation soil 2, levelling foundation soil 2 top layer horizontal plane position, insert in the process of foundation soil 2 in foundation soil, to arrange soil pressure sensor 6.
Above-mentioned soil pressure sensor 6 all adopts T-shaped soil pressure sensor.
Step 8): placing bucket earth bag 3 in excavation area above foundation soil 2, the total height of the part placing bucket earth bag 3 is 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 laser displacement gauge and longitudinal laser displacement gauge, and horizontal laser displacement gauge is arranged on horizontal laser displacement gauge 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 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 to obtain foundation soil 2 after soil sample is carried out drying and processing.
Described foundation soil 2 adopts sand rain method to insert in model casing, by controlling fall from, clearance hole size and go out Fructus Amomi total flow to reach target relative compaction.Increase sand on average fall from, the relative compaction of sand sample can be made to increase；Increase clearance hole diameter, the relative compaction of sand sample can be made to reduce；Increase and Fructus Amomi total flow, the relative compaction of sand sample can be made to increase.
PIV labelling point 5 it is provided with in model casing 1, described PIV labelling point 5 is evenly arranged in the front of PIV marking plate 8, the back side of PIV marking plate 8 rests on the sidewall of described model casing 1, PIV marking plate 8 is constituted for lucite, 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, starting centrifuge, carry out classification excavation, after stablizing certain time after having excavated, side carries out next layer of excavation every time.Described excavation step be load reach set load time, steady load, start Excavation Process, carry 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 before excavation and excavate in each soil layer process observation sensor acquisition data mode, and carries out preliminary analysis；When soil layer has all excavated or foundation soil 2 deforms relatively greatly or retaining-plate 4 deforms bigger, excavation of foundation pit no longer carries out, then whole excavation of foundation pit has been tested.
Obvious, PIV labelling point 5, soil pressure sensor 6, laser displacement gauge 7, moment of flexure foil gauge 11 and video camera that measurement system comprises should be connected on computer to realize the output of data, this is set to the conventional setting of this area, those skilled in the art can complete above-mentioned setting according to prior art completely, for the innovative characteristics of the prominent present invention, the concrete connection of this feature does not repeat them here.
Additionally, the load of test and centrifuge all adopt prior art.
The foregoing is only presently preferred embodiments of the present invention; be not whole embodiments of the present invention, not in order to limit the present invention, all within the spirit and principles in the present invention; any amendment of being made, equivalent replacement, improvement etc., should be included within protection scope of the present invention.
Except technical characteristic described in description, all the other technical characteristics are those skilled in the art's known technology.
Claims (10)
1. checking supporting construction and the coefficient centrifugal test model of the soil body, it is characterized in that, including the model casing of top end opening, being vertically 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 the moment of flexure strain value of retaining-plate；Described retaining-plate will be divided into foundation soil district and excavation area inside model casing, is filled with foundation soil in described foundation soil district, and 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；In described foundation soil, it is provided with soil pressure sensor to detect foundation soil force value, the surface and retaining-plate of foundation soil is respectively equipped with displacement meter to measure foundation soil end face displacement and retaining-plate tip displacement.
2. checking supporting construction according to claim 1 and the coefficient centrifugal test model of the soil body, it is characterized in that, arranged outside at model casing is multiple for providing the PIV labelling point of location reference, multiple video cameras of the excavation area that also includes being installed in centrifuge crossbeam and model casing.
3. checking supporting construction according to claim 2 and the coefficient centrifugal test model of the soil body, it is characterized in that, described PIV labelling point is evenly arranged in the front of a lamella lucida, the back side of described lamella lucida rests on the sidewall of described model casing, and the sidewall of described model casing is that transparent material is made.
4. checking supporting construction according to claim 1 and the coefficient centrifugal test model of the soil body, is characterized in that, described moment of flexure foil gauge is arranged in the positive and negative both sides of retaining-plate middle position.
5. checking supporting construction according to claim 1 and the coefficient centrifugal test model of the soil body, it is characterized in that, described displacement meter includes 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 to measure foundation soil end face displacement.
6. checking supporting construction according to claim 1 and the coefficient centrifugal test model of the soil body, is characterized in that, described 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.
7. checking supporting construction according to claim 1 and the coefficient centrifugal test model of the soil body, it is characterized in that, each amount of banketing within described bucket earth bag forms according to bucket earthwork conversion, and bucket earth bag outer surface is provided with the suspension ring facilitating removal of bucket earth bag.
8. checking supporting construction as claimed in claim 1 and a manufacture method for the coefficient centrifugal test model of the soil body, is characterized in that, comprise the following steps:
Step 1): moment of flexure foil gauge is installed on retaining-plate；
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 extremely highly for h1Position, insert in the process of foundation soil in foundation soil, to arrange soil pressure sensor；
Step 5): the retaining-plate with moment of flexure foil gauge is inserted in the foundation soil in model casing, foundation soil district and two, excavation area part will be divided into inside model casing by retaining-plate；
Step 6): continue to insert in foundation soil district highly for h2Foundation soil, insert in the process of foundation soil in foundation soil, to arrange soil pressure sensor；
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.
9. manufacture method according to claim 8, is characterized in that, the preparation method of described foundation soil is: obtains soil sample after being removed by the granule foreign in original soil, obtains foundation soil after soil sample is carried out drying and processing.
10. manufacture method according to claim 8, is characterized in that, described foundation soil adopts sand rain method to insert in model casing, by controlling fall from, clearance hole size and go out Fructus Amomi total flow to reach target relative compaction.
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| CN109580374A (en) * | 2019-01-03 | 2019-04-05 | 同济大学 | Evaluate the continuous wall trench underground of layer of sand containing artesian water Centrifugal Model Test for Stability device |
| 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 |
| CN109680735A (en) * | 2019-01-27 | 2019-04-26 | 浙江大学 | The outer soil body model test apparatus that deformation rule is probed under excavation of foundation pit of stake and hole |
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