CN106644761B - A kind of test method of measurement rock-concrete interface shearing constitutive relation - Google Patents
A kind of test method of measurement rock-concrete interface shearing constitutive relation Download PDFInfo
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- CN106644761B CN106644761B CN201611152877.8A CN201611152877A CN106644761B CN 106644761 B CN106644761 B CN 106644761B CN 201611152877 A CN201611152877 A CN 201611152877A CN 106644761 B CN106644761 B CN 106644761B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
- G01N1/36—Embedding or analogous mounting of samples
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
- G01N1/36—Embedding or analogous mounting of samples
- G01N2001/366—Moulds; Demoulding
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0012—Constant speed test
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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- Life Sciences & Earth Sciences (AREA)
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- General Physics & Mathematics (AREA)
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- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention belongs to rock-concrete interface fault analysis field, a kind of test method of measurement rock-concrete interface shearing constitutive relation.Foil gauge is equidistantly pasted along short transverse in the rock surface of test specimen to be measured；Test specimen to be measured is placed among the pedestal and pressing plate of fixed device, concordant on the outside of pressing plate on the outside of the concrete of test specimen to be measured, test specimen interface to be measured is concordant with the trough rim of pedestal, makes the upright projection of rock in slot, fixation clip；The position base for adjusting fixed device, makes the rock upright projection of test specimen to be measured in loading head diametral plane, then fixed device is fixed on hydraulic servo universal testing machine；Foil gauge is connect with data collection system, and data collection system shows the strain value and changing rule of rock in loading procedure, is derived from compound interface shearing constitutive relation.The present invention has the advantages that can be realized pure shear load, makes there was only shearing action on compound interface, eliminate the adverse effect of other stress factors.
Description
Technical field
The invention belongs to rock-concrete interface fault analysis field, be related to using a kind of Single shear testing device and
Composite samples geometric parameter measures the new test method of rock-concrete interface shearing constitutive relation, and in particular to uses single side
Shear test block measures rock-concrete interface and shears constitutive relation.
Background technique
In the analysis that application non-linear fracture mechanics carries out crack extension, concrete softening this structure curve describes fracture
Process zone properties are the premises of concrete fracture model application, especially in finite element program simulation concrete non-linear behaviour
When, softening curve is necessary input parameter.Material softening behavior in accurate description fracture damage area is using fracture
Model carries out rock-concrete interface fracture analysis basis.Previous shear fracture test can be divided into two classes: one kind is logical
It crosses bias-load and realizes shearing-type fracture；Another kind of is to realize that shearing-type is broken by controlling in test deformation.However by
In being always inevitably present biggish tensile stress component in crack tip, it is disconnected that these methods not can be realized pure shear cut type
It splits, the destruction of test specimen usually all shows as typical Mixed Mode Fracture form.
For rock-concrete interface breakage problem, due to the vulnerability of interface opposite sides medium, the usual edge in crack
Interface is extended, and leading to stress path locating for crack area is the very big compound drawing cut-off-die formula of shear component, so that splitting
Residual shear stress on seam face has important influence to the bearing capacity of analysis structure and deformation.Due to lacking accurate shearing
Type softening traction separation law generallys use concrete for rock-concrete interface combined rupture characteristic numerically modeling at present
Shearing constitutive relation carrys out approximate simulation interface mechanics behavior, this results in numerical result that cannot coincide well with experimental result,
Especially when shear component is occupied an leading position, the two will generate very important error.And it is cut about rock-concrete interface
The determination method for cutting softening relationship, there is presently no a specific standards.Based on this, the application proposes to use rock-coagulation
Native single shear test specimen measures the shearing constitutive relation of compound interface.
Summary of the invention
The present invention proposes to measure rock-coagulation pedosphere using a kind of Single shear testing device and composite samples geometric parameter
The new test method of constitutive relation is sheared in face, is related to test specimen and experimental rig two parts to be measured.
Technical solution of the present invention:
A kind of test method of measurement rock-concrete interface shearing constitutive relation, steps are as follows:
(1) test specimen to be measured is prepared
Test specimen to be measured is rock-concrete sample, and rock one side is carried out cutting processing, to obtain the roughness needed,
As adhesive surface；On adhesive surface, after pasting anti-attrition piece at 35mm and 25mm each at the top and bottom of rock, it is bonded in naturally mixed
Solidifying soil cube body side surface, is overlapped along short transverse rock with concrete middle line, the two bottom surface is concordant；
(2) experimental rig is built
Experimental rig is divided into fixed device and loading device two parts；
Fixed device includes pressing plate, pedestal and threaded rod, and pressing plate both ends aperture in the width direction passes through two spiral shells with pedestal
Rasp bar connection, height of the pressing plate on threaded rod is adjustable；Pedestal both ends aperture along its length, mounting seat bolt is the bottom of by hole
Seat is fixed on testing machine；Susceptor surface is slotted in the width direction, and notch center line is away from base edge 50mm；
Loading device includes hydraulic servo universal testing machine, load transducer and loading head, and loading head is cylinder；
(3) it measures rock-concrete interface and shears constitutive relation
8 foil gauges are equidistantly pasted along short transverse in the rock surface of test specimen to be measured, the lowermost foil gauge is away from rock
Stone bottom 30mm；Test specimen to be measured is placed among the pedestal and pressing plate of fixed device, the concrete outside of test specimen to be measured and pressing plate
Outside is concordant, and test specimen interface to be measured is concordant with the trough rim of pedestal, makes the upright projection of rock in slot, fixation clip；Adjustment is solid
The position base for determining device makes the rock upright projection of test specimen to be measured in loading head diametral plane, then fixed device is fixed on
On hydraulic servo universal testing machine；Foil gauge is connect with data collection system, and data collection system shows rock in loading procedure
Strain value and changing rule, and by the strain data that test monitoring obtains be derived from compound interface shearing constitutive relation.
The beneficial effects of the present invention are: Single shear testing device and composite samples geometric parameter of the invention, realize
Pure shear load makes there was only shearing action on compound interface, eliminates the adverse effect of other stress factors.
Detailed description of the invention
Fig. 1 (a) is rock-concrete sample main view.
Fig. 1 (b) is rock-concrete sample top view.
Fig. 1 (c) is rock-concrete sample left view.
Fig. 2 (a) is fixed device main view.
Fig. 2 (b) is fixed device top view.
Fig. 2 (c) is fixed device left view.
Fig. 3 is rock surface cutting processing figure.
Fig. 4 is rock interface strain gauge adhesion schematic diagram.
Fig. 5 (a) is test specimen and device combined front view.
Fig. 5 (b) combines top view with device for test specimen.
Fig. 5 (c) combines left view with device for test specimen.
In figure: 1 concrete；2 rocks；3 antifriction pieces；4 notches；5 pressing plates；6 threaded rods；7 threaded rod bolts；8 bolt of lower base；
9 foil gauges.
Specific embodiment
Below in conjunction with attached drawing and technical solution, a specific embodiment of the invention is further illustrated.
Embodiment
A kind of test method of measurement rock-concrete interface shearing constitutive relation, steps are as follows:
(1) test prepares
Fixed device: as shown in Fig. 2.
Concrete: use the ratio of mud for 0.5 C30 concrete, rock is granite, and test specimen is as shown in Figure 2.
Foil gauge: 8 foil gauges, lattice dimensions are 5 × 3, and each foil gauge is wired to data collection system, for showing
Show that rock surface strains development.
Acquisition of information: data collection system records the strain development of each foil gauge.The acquisition precision of acquisition system
It should be ± 0.0000005m/m.The strain data of acquisition system record loading complete process.
Test environment: laboratory environment.
(2) test specimen production prepares with test
1) mold and petrographic thin section are made, it is in advance that rock is fixed in a mold.Release agent, rock are coated in die inside
Moistened surface.Casting concrete, vibration compacting clear up concrete surface and cover polyvinyl chloride film.After pouring in 10 minutes
It is sent into standard curing room, temperature is 20 DEG C, relative humidity 95%.Demoulding after 24 hours is sent into standard curing room after demoulding
Maintenance is to taking out after 28 days.
2) test specimen is stood in laboratory environment after taking out, and uniformly smears AB in rock surface after surface of test piece is dry
Glue successively pastes 8 foil gauges, has pasted standing 24 hours.
(3) test and measurement
1) loading device (load transducer, loading head) is connected
2) test specimen is placed on fixed device, follower bolt is tightened in edge alignment.Mobile fixture, rock top
Bolt of lower base is tightened in centering, and device is firmly secured on testing machine.
3) foil gauge and data collection system are connected.
4) apply precompressed, guarantee test specimen interface and vertical pressure in the same plane, embodiment in which top gasket contacts not with press machine
Good place is leveled up with thin paper.
5) using displacement loading mode, with the load of the speed continuous uniform of 0.024mm/min, to prevent testing machine impaired
Wound stops loading if vertical shearing displacement reaches 5mm.
6) the whole record strain data of load records ultimate load, record rock and concrete Relative sliding.
(4) data processing
1) assume that strain linearly changes along rock thickness direction, proportionality coefficient K, then
P external loads；EfElastic modulus of rock；tfRock thickness；
ε1Top foil gauge numerical value；ε8Bottom foil gauge numerical value.
2) strain data is measured by the foil gauge being evenly arranged, integral data is fitted to obtain different load level lower edge bondings
The strain curve in segment length direction.
3) strain curve integrates the bond-slip amount of available corresponding moment each point, with point-to-point transmission on diagram of strains
Trapezoidal envelope size replaces the area of logarithmic strain envelope of curve, and approximation obtains the average slip amount in each foil gauge interval.
siThis section slippage；si-1Slippage between proparea；εf,iThe strain of this section；εf,i+1It is strained between back zone.
4) mean stress τ between each measuring point of calculating.
5) stress-slip relationship curve is drawn, fitting obtains shearing constitutive relation.
(5) result
Obtain load-Relative sliding curve of loading complete process；Obtain rock surface strain value；Obtain accurate rock
Stone-concrete interface shears constitutive relation.
Claims (1)
1. a kind of measurement rock-concrete interface shearing constitutive relation test method, which is characterized in that steps are as follows:
(1) test specimen to be measured is prepared
Test specimen to be measured is rock-concrete sample, rock one side is carried out cutting processing, to obtain the roughness needed, as
Adhesive surface；On adhesive surface, after pasting anti-attrition piece at 35mm and 25mm each at the top and bottom of rock, it is bonded in concrete naturally
Cube body side surface, is overlapped along short transverse rock with concrete middle line, the two bottom surface is concordant；
(2) experimental rig is built
Experimental rig is divided into fixed device and loading device two parts；
Fixed device includes pressing plate, pedestal and threaded rod, and pressing plate both ends aperture in the width direction passes through two threaded rods with pedestal
Connection, height of the pressing plate on threaded rod is adjustable；Pedestal both ends aperture along its length, mounting seat bolt consolidates pedestal in hole
Due on testing machine；Susceptor surface is slotted in the width direction, and notch center line is away from base edge 50mm；
Loading device includes hydraulic servo universal testing machine, load transducer and loading head, and loading head is cylinder；
(3) it measures rock-concrete interface and shears constitutive relation
8 foil gauges are equidistantly pasted along short transverse in the rock surface of test specimen to be measured, the lowermost foil gauge is away from rock bottom
Portion 30mm；Test specimen to be measured is placed among the pedestal and pressing plate of fixed device, on the outside of the concrete of test specimen to be measured and on the outside of pressing plate
Concordantly, test specimen interface to be measured is concordant with the trough rim of pedestal, makes the upright projection of rock in slot, fixation clip；The fixed dress of adjustment
The position base set makes the rock upright projection of test specimen to be measured in loading head diametral plane, then will fixed device be fixed on it is hydraulic
On servo universal tester；Foil gauge is connect with data collection system, and rock answers in data collection system display loading procedure
Variable value and changing rule, and compound interface shearing constitutive relation is derived from by the strain data that test monitoring obtains.
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| CN201611152877.8A CN106644761B (en) | 2016-12-14 | 2016-12-14 | A kind of test method of measurement rock-concrete interface shearing constitutive relation |
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| CN201611152877.8A CN106644761B (en) | 2016-12-14 | 2016-12-14 | A kind of test method of measurement rock-concrete interface shearing constitutive relation |
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| CN106644761B true CN106644761B (en) | 2019-11-19 |
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| CN101482469A (en) * | 2009-02-13 | 2009-07-15 | 西北农林科技大学 | Test method for shearing strength of fluid sealant and bonded substrate bonding sample interface |
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