CN104316669A - A three-dimensional sliding surface test method for passive failure of a retaining wall in laboratories - Google Patents
A three-dimensional sliding surface test method for passive failure of a retaining wall in laboratories Download PDFInfo
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- CN104316669A CN104316669A CN201410394985.0A CN201410394985A CN104316669A CN 104316669 A CN104316669 A CN 104316669A CN 201410394985 A CN201410394985 A CN 201410394985A CN 104316669 A CN104316669 A CN 104316669A
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Abstract
A three-dimensional sliding surface test method passive failure of a retaining wall in laboratories is disclosed. The method includes: implanting fragile thin foam bars in a honeycomb positioning plate according to intervals set in an experiment; numbering one by one; measuring and recording planimetric position coordinates of the fragile thin foam bars to form a test model; conveying the model to a supporting wall provided with a hydraulic jack group; gradually pressurizing by operating a pressurizing pump to gradually reach a passive failure state along with pressurization of the test model; and after the test is finished, measuring one by one and recording breaking lengths of the fragile thin foam bars, combining the planimetric position coordinates before the test to obtain sliding surface depths at the positions of the fragile thin foam bars, thus approximately obtaining a three-dimensional slip surface form. In the model test, the three-dimensional slip surface form when a retaining wall structure part is subjected to passive failure is obtained, a calculation model for researching distribution of three-dimensional passive earth pressure is provided, and the method can be expanded to approximate measurement of three-dimensional slip surface forms in the fields of foundations and side slopes.
Description
Technical field
The present invention relates to Geotechnical Engineering Experimental Method in Laboratory field, the three-dimensional sliding surface method of testing of specifically a kind of retaining wall passive failure in a kind of laboratory.
Background technology
Gear great soil group works is a kind of version of widespread use in the engineering constructions such as civil construction, water conservancy and hydropower, highway, railway traffic.Act on soil pressure on Retaining Structures and damage of soil body pattern to further investigate, indoor model test is a kind of research means of necessity.Existing way is, the poly (methyl methacrylate) plate of oolemma grid is adopted in model groove both sides, point paving different colours soil layer in groove, in process of the test, observe the skew of measurement different colours soil layer from the side and obtain the soil body plane of fracture, its shortcoming can only obtain two-dimentional plane of fracture form exactly, cannot obtain Three-Dimensional fracture face form.
Obtain in Three-Dimensional fracture face in model test: for active failure mode, remove Retaining Structures, the destruction region soil body is just landing immediately also, and residual soil body form is three-dimensional slip-crack surface, directly can measure acquisition; For passive failure pattern, because the soil body is loose and opaque, the method of similar active failure mode cannot be adopted directly to measure its Three-Dimensional fracture face form, and the Three-Dimensional fracture face form therefore obtaining soil body passive failure by experiment is more exactly a difficult problem always.
summary of the inventionthe object of this invention is to provide the three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in a kind of laboratory, during to overcome Retaining Structures generation passive failure in model test, the deficiency of soil body Three-Dimensional fracture face form cannot be obtained.
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 characterized in that: in model test groove, adopt layering to pave and make the test model soil body, in manufacturing process, the spacing empirically set implants fragility Aphron bar on cellular localization plate, and number one by one, measure and record the planimetric position coordinate of each fragility Aphron bar, finally form the test model containing fragility Aphron bar; Subsequently model is moved on to the knee wall place being provided with hydraulic jack group, and make baffle plate and hydraulic jack position correspondence good, then loading system is pressurizeed gradually, along with continuous applied voltage test model progressively reaches passive failure, test the soil body in the process and will produce the changing of the relative positions along the plane of fracture, when the plane of fracture is through, test model reaches passive failure state, now, because the test soil body is along the plane of fracture changing of the relative positions, the fragility Aphron bar of implantation will rupture in plane of fracture position; After off-test, measure one by one and record the breaking length of each fragility Aphron bar, the planimetric position coordinate before binding tests, obtains the sliding surface degree of depth of every root fragility Aphron bar position, thus approximately obtains three-dimensional slip-crack surface form.
The beneficial effect that the present invention has is:
In model test, three-dimensional slip-crack surface form during Retaining Structures generation passive failure can be obtained; Computation model can be provided for the distribution studying three-dimensional passive earth pressure; The approximate measure of the three-dimensional slip-crack surface form of ground and side slope aspect can also be extended to.
Accompanying drawing explanation
Fig. 1 is that the present invention tests total schematic diagram.
Fig. 2 is for testing schematic top plan view for the present invention.
Fig. 3 is for testing schematic side view for the present invention.
Fig. 4 is model groove schematic diagram during the present invention tests.
Fig. 5 is the overlooking and 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.
Embodiment
The three-dimensional sliding surface method of testing of a kind of retaining wall passive failure in laboratory, in model test groove, adopt layering to pave and make the test model soil body, in manufacturing process, the spacing empirically set implants fragility Aphron bar on cellular localization plate, and number one by one, measure and record the planimetric position coordinate of each fragility Aphron bar, finally form the test model containing fragility Aphron bar; Subsequently model is moved on to the knee wall place being provided with hydraulic jack group, and make baffle plate and hydraulic jack position correspondence good, then loading system is pressurizeed gradually, along with continuous applied voltage test model progressively reaches passive failure, test the soil body in the process and will produce the changing of the relative positions along the plane of fracture, when the plane of fracture is through, test model reaches passive failure state, now, because the test soil body is along the plane of fracture changing of the relative positions, the fragility Aphron bar of implantation will rupture in plane of fracture position; After off-test, measure one by one and record the breaking length of each fragility Aphron bar, the planimetric position coordinate before binding tests, obtains the sliding surface degree of depth of every root fragility Aphron bar position, thus approximately obtains three-dimensional slip-crack surface form.
As shown in Figure 1.In Fig. 1, comprising: fragility Aphron bar 1; Baffle plate 2; Lifting jack (group) 3; Knee wall 4; Model groove 5; Test soil 6; Cellular localization plate 7; Rubber catheter 8; Hydraulic pump 9; Pickup groove 10; Steel disc 11; Diagonal brace 12; Honeycomb hole 13; Metal tube 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, then insert in the metal tube 14 of internal diameter 2.1mm, external diameter 4mm, metal tube 14 surfaces externally and internally all smooth (as shown in Figure 6).As the power that is hampered suitably can be coated with a small amount of lubricating oil again at this position in insertion process.The last foam bar reserving 25mm at metal tube 14 other end.As the method, get out the metal tube of the band foam thin bar core needing quantity.
Be placed in second step, by cellular localization plate 7(as shown in Figure 5) bottom (as shown in Figure 4) of model groove 5, the metal tube of the spacing implantation belt foam bar core that cellular localization plate 7 empirically sets.Concrete operations are: in selected honeycomb hole 13, and with hairbrush at diameter holes side and a small amount of glue of coated on bottom side, insert in diameter holes by the metal tube one end leaving 25mm foam bar, metal tube inserts in hole, large footpath simultaneously.As all band core bars are plugged by the method.
3rd step, lays baffle plate 2, and inserts steel disc 11 in pickup groove 10, in case baffle plate 2 rocks or topples in the process of banketing.The index of correlation testing the soil body is determined, placement in layers model test soil 6 by testing requirements.In the 500mm height starting to fill, metal tube 14 wouldn't be promoted.Filled height promotes metal tube 100mm more than often filling 100mm after 500mm.Until after having filled, metal tube 14 is all promoted.In progressively metal tube 14 process of lift lug on fragility Aphron bar 1, guarantee to avoid in the process of filling affecting fragility Aphron bar 1.For avoiding both to be pulled up simultaneously, can promote on torsion limit, limit in promotion process.Like this, complete fragility Aphron bar 1 Implantation Test model.
4th step, number in certain sequence fragility Aphron bar 1, choose true origin, measure and record the planimetric coordinates of each fragility Aphron bar 1, namely obtains this point
x, ycoordinate.Because the coordinate of pilot hole 13 each on cellular localization plate 7 is determined, therefore this step also can complete when second step implantation belt core metal pipe.
5th step, experimentally requirement, selects suitable hydraulic jack 3, experimentally requires that (mainly displacement model) determines the stroke of lifting jack, oil cylinder thickness and setting height(from bottom).Two same model hydraulic jack are one group, and the proper height on knee wall 4 settles each one group of lifting jack 3 in upper, middle and lower respectively.
6th step, moves to knee wall 4 place by the model groove 5 of the experiment soil body that completes, and makes baffle plate 2 corresponding with lifting jack group 3 position good.With shaped steel as diagonal brace 12, rib 16 other end that one end props up model groove 5 back side is fixed in ground steel tank 15, and its effect is used to support whole model makes its unlikely movement in loading procedure.
7th step, removes steel disc 11, is pressurizeed to six lifting jack 3 by hydraulic pump 9, until the test soil body 6 reaches passive failure.In the process, fragility Aphron bar 1 will be fractureed at plane of fracture place.
8th step, the pressure shedding hydraulic pump 9 makes lifting jack 3 depart from baffle plate 2 gradually, shifts out model groove 5, the cleaning failure test soil body 6, takes out the fragility Aphron bar 1 fractureed, measures its length that fractures one by one, just obtain the degree of depth of this place's plane of fracture, namely obtain this point
zcoordinate.Finally clear up experimental article, can scrape totally with small blade for the foam bar be bonded in cellular localization plate 7 hole, use in order to next time.
9th step, according to numbering in conjunction with planimetric coordinates with to fracture length, obtain the series of points of fragility Aphron bar 1 on the plane of fracture volume coordinate (
x, y, z).Be similar to smooth characteristic according to the plane of fracture again, the three-dimensional configuration of the plane of fracture can be obtained by surface fitting, for follow-up study provides comparatively 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 characterized in that: in model test groove, adopt layering to pave and make the test model soil body, in manufacturing process, the spacing empirically set implants fragility Aphron bar on cellular localization plate, and number one by one, measure and record the planimetric position coordinate of each fragility Aphron bar, finally form the test model containing fragility Aphron bar; Subsequently model is moved to the knee wall place being provided with hydraulic jack group on request, and make baffle plate and hydraulic jack position correspondence good, then operate force (forcing) pump to pressurize gradually, along with continuous applied voltage test model progressively reaches passive failure state, test the soil body in the process and will produce the changing of the relative positions along the plane of fracture, when the plane of fracture is through, test model reaches passive failure state, now, because the test soil body is along the plane of fracture changing of the relative positions, the fragility Aphron bar of implantation will rupture in plane of fracture position; After off-test, measure one by one and record the breaking length of each fragility Aphron bar, the planimetric position coordinate before binding tests, obtains the sliding surface degree of depth of every root fragility Aphron bar position, thus approximately obtains three-dimensional slip-crack surface form.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN104931674A (en) * | 2015-05-22 | 2015-09-23 | 山东科技大学 | Heavy-pitch ultra-thick coalbed fully-mechanized caving mining three-dimensional similar material simulation test bed |
| CN106323766A (en) * | 2016-09-28 | 2017-01-11 | 同济大学 | Method for observing shear properties of contact surface between sandy soil and structure |
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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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| 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 |
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| D.LESHCHINSKY 等: "THREE DIMENSIONAL ANALYSIS OF SLOPE STABILITY", 《INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYTICAL METHODS IN GEOMECHANICS》, vol. 9, 31 December 1985 (1985-12-31), pages 199 - 223 * |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN104931674A (en) * | 2015-05-22 | 2015-09-23 | 山东科技大学 | Heavy-pitch ultra-thick coalbed fully-mechanized caving mining three-dimensional similar material simulation test bed |
| CN106323766A (en) * | 2016-09-28 | 2017-01-11 | 同济大学 | Method for observing shear properties of contact surface between sandy soil and structure |
| 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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