CN104316669B - The three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in laboratory - Google Patents
The three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in laboratory Download PDFInfo
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- CN104316669B CN104316669B CN201410394985.0A CN201410394985A CN104316669B CN 104316669 B CN104316669 B CN 104316669B CN 201410394985 A CN201410394985 A CN 201410394985A CN 104316669 B CN104316669 B CN 104316669B
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in the invention discloses a kind of laboratory, the spacing empirically set implants fragility Aphron bar on cellular localization plate, number, measure and record the plan-position coordinate of each fragility Aphron bar one by one, form test model；Moving to model subsequently be provided with at the knee wall of hydraulic jack group, then operation force (forcing) pump gradually pressurizes, along with continuous applied voltage test model progressively reaches passive failure state；After off-test, measure and record the breaking length of each fragility Aphron bar, the plan-position coordinate before binding tests one by one, obtained the sliding surface degree of depth of every fragility Aphron bar position, thus approximation has obtained three-dimensional slip-crack surface form.The present invention is in model test, it is possible to obtain three-dimensional slip-crack surface form during Retaining Structures generation passive failure, and the distribution for the three-dimensional passive earth pressure of research provides computation model；The approximate measure of three-dimensional slip-crack surface form in terms of ground and side slope can also be extended to.
Description
Technical field
The present invention relates to Geotechnical Engineering Experimental Method in Laboratory field, in specifically a kind of laboratory, a kind of retaining wall passively breaks
Bad three-dimensional sliding surface method of testing.
Background technology
Gear great soil group works is in the engineering constructions such as civil construction, water conservancy and hydropower, highway, railway traffic wide variety of one
Plant version.In order to further investigate the soil pressure acting on Retaining Structures and damage of soil body pattern, indoor model test
It it is the research means of a kind of necessity.Existing way is, uses the poly (methyl methacrylate) plate of zona pellucida grid in model groove both sides, divides in groove
Paving different colours soil layer, in process of the test, observes measurement different colours soil layer skew and obtains the soil body plane of fracture from side, and it lacks
Point can only obtain two dimension plane of fracture form exactly, it is impossible to obtains Three-Dimensional fracture face form.
In terms of model test obtains Three-Dimensional fracture face: for active failure mode, remove Retaining Structures, destroy district's soil
Body landing the most immediately, the soil body form of residual is three-dimensional slip-crack surface, can directly measure acquisition；For passive failure pattern,
Owing to the soil body is loose and opaque, it is impossible to use the method for similar actively failure mode directly to measure its Three-Dimensional fracture face form,
Therefore the Three-Dimensional fracture face form accurately being obtained soil body passive failure by experiment is always a difficult problem.
The three-dimensional sliding surface of summary of the invention a kind of retaining wall passive failure in it is an object of the invention to provide a kind of laboratory is surveyed
Method for testing, during to overcome Retaining Structures generation passive failure in model test, it is impossible to obtains soil body Three-Dimensional fracture face form
Deficiency.
In order to achieve the above object, the technical solution adopted in the present invention is:
The three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in laboratory, it is characterised in that: at model test groove
In, use layering to pave and make the test model soil body, in manufacturing process, the spacing empirically set is planted on cellular localization plate
Enter fragility Aphron bar, and number, measure and record the plan-position coordinate of each fragility Aphron bar one by one, eventually form and contain
The test model of fragility Aphron bar；Move on to model subsequently be provided with at the knee wall of hydraulic jack group, and make baffle plate and
Hydraulic jack position correspondence is good, and then loading system is gradually pressurizeed, along with continuous applied voltage test model progressively reaches passive broken
Bad, the test soil body will produce the changing of the relative positions along the plane of fracture in the process, and when the plane of fracture is through, test model reaches passive failure
State, now, owing to the test soil body will rupture in plane of fracture position along the plane of fracture changing of the relative positions, the fragility Aphron bar of implantation；
After off-test, measure and record the breaking length of each fragility Aphron bar one by one, the plan-position coordinate before binding tests,
Obtain the sliding surface degree of depth of every fragility Aphron bar position, thus approximation has obtained three-dimensional slip-crack surface form.
The device have the advantages that for:
In model test, it is possible to obtain three-dimensional slip-crack surface form during Retaining Structures generation passive failure；Can be
The distribution of the three-dimensional passive earth pressure of research provides computation model；The three-dimensional slip-crack surface shape in terms of ground and side slope can also be extended to
The approximate measure of state.
Accompanying drawing explanation
Fig. 1 is that the present invention tests total schematic diagram.
Fig. 2 is for test schematic top plan view for the present invention.
Fig. 3 is for test schematic side view for the present invention.
Fig. 4 is model groove schematic diagram during the present invention tests.
Fig. 5 is vertical view and the schematic side view of cellular localization plate during the present invention tests.
Fig. 6 is fragility Aphron bar and hollow metal tube schematic diagram during the present invention tests.
Detailed description of the invention
The three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in laboratory, in model test groove, uses layering
Pave the making test model soil body, and in manufacturing process, the spacing empirically set implants fragility rill on cellular localization plate
Foam bar, and number, measure and record the plan-position coordinate of each fragility Aphron bar one by one, eventually form containing fragility Aphron
The test model of bar；Move on to model subsequently be provided with at the knee wall of hydraulic jack group, and make baffle plate and hydraulic jack
Position correspondence is good, and then loading system is gradually pressurizeed, along with continuous applied voltage test model progressively reaches passive failure, in this process
The middle test soil body will produce the changing of the relative positions along the plane of fracture, and when the plane of fracture is through, test model reaches passive failure state, now,
Owing to the test soil body will rupture in plane of fracture position along the plane of fracture changing of the relative positions, the fragility Aphron bar of implantation；After off-test,
Measure and record the breaking length of each fragility Aphron bar, the plan-position coordinate before binding tests one by one, obtain every
The sliding surface degree of depth of fragility Aphron bar position, thus approximation has obtained three-dimensional slip-crack surface form.
As shown in Figure 1.In Fig. 1, including: fragility Aphron bar 1；Baffle plate 2；Jack (group) 3；Knee wall 4；Model groove 5；
Test soil 6；Cellular localization plate 7；Rubber catheter 8；Hydraulic pump 9；Fixing groove 10；Steel disc 11；Diagonal brace 12；Honeycomb hole 13；Metal
Pipe 14；Ground steel tank 15；Model groove back side rib 16.
First, a small amount of lubricating oil is smeared in one end of the brittle foam thin bar of 2mm diameter, be inserted into internal diameter 2.1mm, outer
In the metal tube 14 of footpath 4mm, metal tube 14 surfaces externally and internally the most smooth (as shown in Figure 6).The power that is such as hampered in insertion process can be at this
Position suitably repastes a small amount of lubricating oil.The last foam bar reserving 25mm at metal tube 14 other end.Such as the method, it is ready to need
Want the metal tube of the band foam thin bar core of quantity.
It is placed in second step, by cellular localization plate 7(as shown in Figure 5) bottom (as shown in Figure 4) of model groove 5, at honeycomb
The metal tube of the spacing implantation belt foam bar core empirically set on location-plate 7.Concrete operations are: at selected honeycomb hole 13
In, with hairbrush at a small amount of glue in diameter holes side and coated on bottom side, diameter holes is inserted in the metal tube one end leaving 25mm foam bar
In, during metal tube inserts hole, big footpath simultaneously.As all band core bars are plugged by the method.
3rd step, lays baffle plate 2, and inserts steel disc 11 in fixing groove 10, in case baffle plate 2 rocks during banketing or
Person topples over.The index of correlation of the test soil body is determined, placement in layers model test soil 6 by test requirements document.Start to fill
In 500mm height, metal tube 14 wouldn't be promoted.Filled height promotes metal tube 100mm more than often filling 100mm after 500mm.Directly
After having filled, all promote by metal tube 14.Stepping up metal tube 14 process being enclosed within fragility Aphron bar 1
In, it is ensured that avoid during filling affecting fragility Aphron bar 1.For avoiding both to be pulled up simultaneously, can limit during promoting
Torsion limit is promoted.So, complete fragility Aphron bar 1 Implantation Test model.
4th step, numbers in certain sequence fragility Aphron bar 1, chooses zero, measure and record each fragility
The plane coordinates of Aphron bar 1, i.e. obtains this pointX, yCoordinate.Due to the coordinate in hole, each location 13 on cellular localization plate 7
Determining that, therefore this step also can complete when second step implantation belt core metal pipe.
5th step, according to requirement of experiment, selects suitable hydraulic jack 3, according to requirement of experiment (mainly displacement mould
Formula) determine the stroke of jack, oil cylinder thickness and setting height(from bottom).Two same model hydraulic jack are one group, are supporting
Proper height on wall 4 disposes each one group of jack 3 in upper, middle and lower respectively.
6th step, moves to the model groove 5 of the experiment soil body that completes at knee wall 4, and makes baffle plate 2 and jack group 3
Position correspondence is good.With shaped steel as diagonal brace 12, one end props up rib 16 other end at model groove 5 back side and is fixed on ground steel tank 15
In, its effect is used to support whole model makes it will not move in loading procedure.
7th step, removes steel disc 11, is pressurizeed six jack 3 by hydraulic pump 9, until the test soil body 6 reaches passive
Destroy.In the process, fragility Aphron bar 1 will be broken off at the plane of fracture.
8th step, the pressure shedding hydraulic pump 9 makes jack 3 progressively disengage baffle plate 2, removes model groove 5, and cleaning destroys examination
Test the soil body 6, take out the fragility Aphron bar 1 fractureed, measure its length that fractures one by one, just obtain the degree of depth of the plane of fracture at this, also
Obtain this pointzCoordinate.Finally clear up experimental article, permissible for the foam bar being bonded in cellular localization plate 7 hole
Scrape totally with small blade, in case next time uses.
9th step, combines plane coordinates and the length that fractures according to numbering, obtains fragility Aphron bar 1 one on the plane of fracture
The space coordinates of point (X, y, z).Further according to the characteristic that plane of fracture approximation is smooth, i.e. be can get the plane of fracture by surface fitting
Three-dimensional configuration, for follow-up study provide relatively reliable model.
Claims (1)
1. the three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in laboratory, it is characterised in that: in model test groove,
Using layering to pave and make the test soil body, in manufacturing process, the spacing empirically set implants fragility on cellular localization plate
Aphron bar, and number, measure and record the plan-position coordinate of each fragility Aphron bar one by one, eventually form containing fragility thin
The test model of foam bar；Move to model subsequently be provided with on request at the knee wall of hydraulic jack group, and make model try
Check of foundation subsoil baffle plate is corresponding with hydraulic jack position good, then operation force (forcing) pump gradually pressurize, along with continuous applied voltage test model by
Step reaches passive failure state, and the test soil body will produce the changing of the relative positions along the plane of fracture in the process, when the plane of fracture is through, and test
Model reaches passive failure state, and now, owing to the test soil body is along the plane of fracture changing of the relative positions, the fragility Aphron bar of implantation will be
Rupture in plane of fracture position；After off-test, measure and record the breaking length of each fragility Aphron bar one by one, before binding tests
Plan-position coordinate, obtained the sliding surface degree of depth of every fragility Aphron bar position, thus approximation obtained three-dimensional slip
Face form.
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| CN104697859A (en) * | 2015-03-24 | 2015-06-10 | 宁波高新区零零七工业设计有限公司 | Three-dimensional sliding surface testing method for passive damage to retaining wall |
| CN104931674B (en) * | 2015-05-22 | 2016-09-14 | 山东科技大学 | Severe inclined thick coal seam longwall top coal caving three-dimensional Equivalent Materials Testing platform |
| CN106323766B (en) * | 2016-09-28 | 2018-10-26 | 同济大学 | A kind of observation procedure of sand and structure interface shear property |
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| CN202000382U (en) * | 2010-12-15 | 2011-10-05 | 山东省滨州公路工程总公司 | Composite foundation model test flume |
| CN102312449A (en) * | 2010-07-02 | 2012-01-11 | 同济大学 | Simulation long board-peg work centrifugal model and test unit and method thereof |
| CN103728437A (en) * | 2014-01-20 | 2014-04-16 | 中水北方勘测设计研究有限责任公司 | Forecasting method applied to underground cavern rock burst failure mode |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102312449A (en) * | 2010-07-02 | 2012-01-11 | 同济大学 | Simulation long board-peg work centrifugal model and test unit and method thereof |
| CN202000382U (en) * | 2010-12-15 | 2011-10-05 | 山东省滨州公路工程总公司 | Composite foundation model test flume |
| CN103728437A (en) * | 2014-01-20 | 2014-04-16 | 中水北方勘测设计研究有限责任公司 | Forecasting method applied to underground cavern rock burst failure mode |
Non-Patent Citations (2)
| Title |
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| THREE DIMENSIONAL ANALYSIS OF SLOPE STABILITY;D.LESHCHINSKY 等;《INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS》;19851231;第9卷;第199-223页 * |
| 基于等效塑性应变的三维边坡滑面搜索;孙冠华 等;《岩土力学》;20100228;第31卷(第2期);第628-632页 * |
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